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Home My WebLink AboutTRUSS�t MiTek° 40ANNED Lumber These ti BY St Lucie County erwl [ 4 RE: 73195 - Harbor Ridge Lifestyle design values are in accordance with ANSI/TPI 1 section 6.3 uss designs rely on lumber values established by others. Site Information: Customer Info: Proctor Construction Company Lot/Block: Subdi Address: unknown City: Martin County State: Name Address and License # of Structural En Name: Address: City: MiTek USA, Inc. 6904 Parke East Blvd. T mpa FL 3 10-4115 Project Name: Harbor Ridge Lifes0e Mode): FL er of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 202 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify That I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date No. Seal# Truss Name Date 1 IT8340198 I A 4/4/016 18 T8340215 I B3 4/4/016 12 I T8340199 I Al 1 4/4/016 119 IT8340216 I B3A 4/4/016 13 J T8340200 I A2 1 4/4/016 120 I T83 0217 I B4 1 4/4/016 14 I T8340201 I ATA 1 4/4/016 121 I T8340218 B5 4/4/016 15 I T8340202 I ATB 1 4/4/016 122 1 T83 0219 BA 4/4/016 16 I T8340203 I ATC 1 4/4/016 123 IT834,0220 C 4/4/016 17 I T8340204 I ATD 1 4/4/016 124 I T83410221 C1 4/4/016 18 I T8340205 I ATK 1 4/4/016 125 1 T834,0222 J C2 4/4/016 19 I T8340206 I ATL 1 4/4/016 126 J T834,0223 J C3 1 4/4/016 110 I T8340207 I ATM 1 4/4/016 127 J T8340224 ID 1 4/4/016 11 I T8340208 I ATR 1 4/4/016 128 I T8340225 J D1 1 4/4/016 112 I T8340209 I ATS 1 4/4/016 129 I T8340226 1132 1 4/4/016 13 IT8340210 JB 4/4/016 130 IT8340227 JD3 4/4/016 14 IT8340211 161 4/4/016 131 IT8340228 IN 4/4/01 115 I T8340212 J B1 A 1 4/4/016 132 I T8340229 I D5 1 4/4/01 116 I T8340213 E12 1 4/4/016 133 I T8340230 I D6 1 4(4(016' 117 I T8340214 62A 1 4/4/016 J 34 I T8340231 J D7 14/4/016 The truss drawing(s) referenced above have been preparl d by MiTek Industries, Inc. under my direct supervision based on the; parameters provided by Chambers Truss. Truss Design Engineer's Name: Alban!, Thomas My license renewal date for the state of Florida is February 28, 2017. IMPORTANT NOTE: Truss Engineer's responsibility, is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not! been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building; is the responsibility of the building designer, not the Truss',Engineer, per ANSI/TPI-1, Chapter 2. RECEl',"`-C APR 0 5 2816 ��.%`��Pg A��q��i, 0 • �e 8 • 3 STATE OF : 4/' 4 OR i,�iAt'. ��%. O Nnn1 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 Albani, Thomas 1 of 3 RE: 73195 - Harbor Ridge Lifestyle Site Information: Customer Info: Proctor Construction Company Project Name: Harbor Ridge Lifestyle Model: Lot/Block: Subdivision: Address: unknown City: Martin County Statle: FL No. I Seal# I Truss Name Date No. Seal# I Truss Name I Date 35 IT8340232 ID8 4/4/016 78 T8340275 JJ7 4/4/016 136 I T8340233 I DPBA 14/4/016 179 T8340276 I JA 14/4/016 1 37 IT8340234 JDPBE 4/4/016 80 JIT8340277 JJA7 4/4/016 38 IT8340235 I DVGE 4/4/016 181 JIT8340278 JJB 4/4/016 39 IT8340236 JE 4/4/016 182 IT8340279 JJD 4/4/016 140 I T8340237 I E 1 14/4/016 183 T8340280 J J U 14/4/016 1 141 I T8340238 IF 14/4/016 184 1IT8340281 J J U 1 14/4/016 I 42 IT8340239 I F1 4/4/016 185 JIT8340282 IJUA 4/4/016 143 I T8340240 I G 14/4/016 186 JIT8340283 I J U D 1 4/4/016 144 I T8340241 J G 1 14/4/016 187 I T8340284 J K 14/4/016 1 145 I T8340242 I G2 14/4/016 188 J IT8340285 J K1 1 4/4/016 146 I T8340243 J G3 14/4/016 189 J IT8340286 J K2 14/4/016 1 47 IT8340244 I G4 4/4/016 190 IT8340287 JK3 4/4/016 48 IT8340245 I G5 4/4/016 191 IT8340288 JK4 4/4/016 149 I T8340246 J G 6 14/4/016 192 1 18340289 J K5 14/4/016 150 I T8340247 I G7 14/4/016 193 I T8340290 I K6 14/4/016 151 I T8340248 I G8 14/4/016 94 J T8340291 J K7 14/4/016 152 I T8340249 I GEE 14/4/016 95 I T8340292 J KJST 14/4/016 153 I T8340250 J GEF 14/4/016 196 J T8340293 J KJ7 14/4/016 154 I T8340251 I G RA 14/4/016 197 I T8340294 J KJ D 14/4/016 1 155 I T8340252 I G RAT 14/4/016 198 T8340295 IL 14/4/016 156 I T8340253 I GRAT1 14/4/016 199 I T8340296 I L2 14/4/016 1 157 I T8340254 I G RAT2 14/4/016 1100 I T8340297 J L3 14/4/016 I 58 IT8340255 I GRB 4/4/016 1101 T8340298 J L4 4/4/016 159 I T8340256 I GRB1 14/4/016 1102 I T8340299 J L5 14/4/016 1 160 I T8340257 I G RC 14/4/016 1103 I T8340300 J L6 14/4/016 161 I T8340258 I GRD 14/4/016 1104 I T8340301 J L7 14/4/016 162 I T8340259 I GRD1 14/4/016 1 105 I T8340302 J L8 14/4/016 1 163 I T8340260 I GRG 14/4/016 1 106 I T8340303 I M 14/4/016 164 I T8340261 I GRK 14/4/016 1 107 I T8340304 I M1 14/4/016 I 165 I T8340262 I GRL 14/4/016 1108 I T8340305 I M2 14/4/016 166 I T8340263 I GRM 14/4/016 1109 I T8340306 I M3 14/4/016 167 I T8340264 I G RO 14/4/016 1110 I T8340307 I M4 14/4/016 168 I T8340265 I GRP 14/4/016 1111 I T8340308 I M5 14/4/016 1 169 I T8340266 I GRR 14/4/016 1112 I T8340309 I M6 14/4/016 170 I T8340267 I GRT 14/4/016 1113 I T8340310 I MV2 14/4/016 171 I T8340268 J J1 14/4/016 1 114 I T8340311 I MV4 14/4/016 172 I T8340269 J AT 14/4/016 1115 I T8340312 I MV6 14/4/016 173 I T8340270 J J3 14/4/016 1 116 I T8340313 I MV8 14/4/016 174 I T8340271 J J3T 14/4/016 1117 I T8340314 I MV10 14/4/016 175 I T8340272 J J5 14/4/016 1 118 I T8340315 I MV12 14/4/016 176 I T8340273 J J5A 14/4/016 1 119 I T8340316 I MV14 14/4/016 177 I T8340274 J J5T 14/4/016 1120 I T8340317 I MV16 14/4/016 2 of 3 RE: 73195 - Harbor Ridge Lifestyle Site Information: Customer Info: Proctor Construction Lot/Block: Address: unknown City: Martin County :t Name: Harbor Ridge Lifestyle Model: No. I Seal# Truss Name Date No. Seal# Truss Name Date 121 IT8340318 I MV18 4/4/016 164 T8340361 I PBK2 4/4/016 122 IT8340319 I MV20 4/4/016 1165 T8340362 I PBK3 4/4/016 1 123 I T8340320 I MVA 1 4/4/016 1 166 I T8340363 J PBK4 1 4/4/016 1 124 IT8340321 IN 4/4/016 1167 IT8340364 JPBK5 4/4/016 1125 IT8340322 I N1 1 4/4/016 1168 T8340365 1 PBK6 1 4/4/016 1 126 I T8340323 1 N2 1 4/4/016 1169 I T8340366 1 PBK7 1 4/4/016 1 1 127 I T8340324 I N3 1 4/4/016 1 170 1 T8340367 J PBK8 1 4/4/016 128 IT8340325 IP 4/4/016 1171 IT8341 1 4/4/016 1 129 I T8340326 J P1 1 4/4/016 1 172 IT8340369 J PBN 1 4/4/0161 1 130 I T8340327 1 PBA 1 4/4/016 1 173 I T8340370 I PBN 1 1 4/4/016 131 IT8340328 I PBAi 4/4/016 1174 IT8340371 JPBN2 4/4/016 1 132 I T8340329 J PBA2 1 4/4/016 1175 T8340372 1 PBN3 1 4/4/016 1 133 I T8340330 J PBA3 1 4/4/016 1 176 I T8340373 I PBN4 1 4/4/016 1 134 IT8340331 JPBA4 4/4/016 1177 JT8340374 JPBN5 4/4/016 1135 IT8340332 I PBA5 1 4/4/016 1178 IT8340375 J PBN6 14/4/016� 1 136 I T8340333 J PBA6 1 4/4/016 1179 II T8340376 1 PBN7 1 4/4/016 1137 I T8340334 J PBA7 1 4/4/016 1180 � T8340377 J PBS 1 4/4/016 1138 IT8340335 J PBA8 1 4/4/016 181 JIT8340378 JPBS1 4/4/016 139 IT8340336 I PBAA 4/4/016 1182 JIT8340379 JPBS2 4/4/016 140 IT8340337 JPBB 4/4/016 183 JIT8340380 JPBS3 4/4/016 141 T8340338 JPBB1 4/4/016 184 JIT8340381 JPBS4 4/4/016 1 142 I T8340339 1 PBB2 1 4/4/016 185 JIT8340382 1 PBS5 1 4/4/016 1143 I T8340340 J PBB3 1 4/4/016 186 T8340383 I R 1 4/4/0161 144 IT8340341 JPBB4 4/4/016 187 T8340384 JR1 4/4/016 145 IT8340342 JPBB5 4/4/016 188 JIT8340385 JR2 4/4/016 1 146 I T8340343 J PBB6 1 4/4/016 189 I T8340386 IS 1 4/4/016 1 147 I T8340344 J PBB7 1 4/4/016 190 JIT8340387 IS1 4/4/016 1148 I T8340345 I PBC 1 4/4/016 1191 JIT8340388 I S2 1 4/41016 1 1 149 I T8340346 1 PBCC 1 4/4/016 1192 JIT8340389 IT 1 4/4/01 6j 1150 I T8340347 I PBD 1 4/4/016 1193 JIT8340390 I V4 1 4/4/016 1 1151 I T8340348 1 PBD1 1 4/4/016 1194 JIT8340391 J V8 1 4/4/016 1 152 I T8340349 J PBD2 1 4/4/016 1195 T8340392 I V12 1 4/4/016 1 1153 I T8340350 1 PBD3 1 4/4/016 1196 JIT8340393 I V16 1 4/4/016 1 1 154 I T8340351 1 PBD4 1 4/4/016 1 197 I T8340394 I V20 1 4/4/016 1 1 155 I T8340352 J PBD5 1 4/4/016 1 198 J IT8340395 I V24 1 4/4/016 1 1 156 J T8340353 J PBD6 1 4/4/016 1 199 I T8340396 I V28 1 4/4/016 1 1157 I T8340354 J PBD7 1 4/4/016 1200 J T8340397 I V32 1 4/4/016 1 1 158 I T8340355 J PBD8 1 4/4/016 1201 I T8340398 I V36 1 4/4/016 1 1159 I T8340356 J PBE 1 4/4/016 1202 I T8340399 1 V38 1 4/4/016 1 1160 I T8340357 J PBF 1 4/4/016 1 1 1161 I T8340358 J PBF1 1 4/4/016 1 162 I T8340359 J PBK 1 4/4/016 1163 I T8340360 J PBK1 1 4/4/016 3of3 Truss Truss Type Oty Ply Harbor Ridge LifestyleT83495 P731 A HIP 1 1 Job Reference (optional) � sen s Awn 9n 7015 Milek Industries. Inc. Thu Mar 31 l l:52:19 2016 Page 1 Chamber. Truss, run P e , " e -- a- - - I D:70PecszFdotRumoewatlfLyMy1 I-NuwK07MniuR?bPEPAcmbFYaDaLAZMUbnYxyMOazVRPA 5-9-14 10-0.6 15-7-8 18-11-5 26-0-9 33-1-13 36-5-10 42-0-12 46-3-4 52-1-2 5.9-14 4-2-8 5-7-2 3-3-13 7-1.4 7-1 4 3-3 13 5-7-2 4-2 8 5-9 14 Scale = 1:94.1 3x8 = _ 7.00 12 5x8 3x4 l 3x6 = 3x4 I 5x8 = 29 5 6 7 8 9 10 30 3x5 i 3x6 i 3x5 \ 11 3x6 4 3 12 3x4 �� 3x4 2 13 m 4x5 4x5 1 14 v o 24 23 22 21 9 1 20 19 32 18 17 16 15 4x5 6x8 = 3x6 = 6x8 = 3x4 I 6x8 = 3x5 = 6x8 = 4x5 3x5 = 3x6 = 3x6 = 10.0-fi 15-7-8 18-11-5 26-0-9 33-1-13 36-5-10 42-0-12 52-1-2 10-0-6 5-7-2 3-3-13 7-1-4 7-1-4 3-3-13 5-7-2 10.0.6 Plate Offsets (X Y)-- (1.0-4-14 0-1-81 (1.0-4-15 Edgel 15.0-6-0 0-2-41 110.0-6-0 0-2-41 114:0-4-14 0-1-81 f14:0-4-15 0-0-01 11 5:0-3-8,0-3-01,(24:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.13 15-27 >944 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.48 15-27 >248 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1024-25 >999 240 Weight: 338lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except WEBS 2x4 SP No.3 10-0-0 oc bracing: 19-21,18-19. WEDGE WEBS 1 Row at midpt 5-22, 5-21, 6-21, 7-21, 7-18, 9-18, 10-18, Left: 2x4 SP No.3, Right: 2x4 SP No.3 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-3 except Qt=length) 24=0-7-10, 21=0-6-0, 18LO-6-0, 15=D-7-10. (lb) - Max Horz1=4(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1= 199(LC 4), 24=-920(LC 5), 21=-1071(LC 5), 18=-1070(LC 4), 15=-920(LC 4), 14--198(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 1=389(�C 9), 24=1811(LC 9), 21=1669(LC 9), 18=1669(LC 9), 15=1811(LC 9), 14_389(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh In shown. TOP CHORD 1-2=0/277, 2-3=-201/513, 3-4= 184/651, 4-29=0/319, 5-29=0%42, 5-6=0/312, 6-7=0/312, 7-8=0/312, 8-9=0/312, 9-10=0/312, 10-30=0/342, 11-12=-182/651, 12-13=-199/514, 13-14=0/277 1-30=0/319, e,,��lillli►�� BOT CHORD 23-24=-801/584, 22-23=-801/584, 21-22=-654/601, 21-31= 473/413, 20-31= 473/413, ONS A. 44e�I�� 654/599, 16-17=-801/582, `�� %' �� 19-20=-473/413, 19-32=-473/413, 18-32=-473/413, 17-18= %< G E N 9 •�` SF•••?j'ji 15-16=801/582 �� ; WEBS 2-24=-757/543, 4-24=-1055/621, 4-22=0/273, 5-21=-408/251,16-21=-493/516, •• No 39380 7-21= 720/437, 7-19=0/477, 7-18= 720/437, 9-18— 493/516, 11-17=0/273, 11-15=-1055/620, 13-15= 757/543 10-18=-408/250, . Z NOTES- •, 1) Unbalanced roof live loads have been considered for this design. ♦ 11' S E •• y 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18�..- to 36-5-10; Lumber DOL=1.60 DOL=1.60 C-C Exterior(2) 0-2-2 to 15-2-2, Interior(1) 15-2-2 to 15-7-8, Exterior(2) 15-7-'S plate grip s ♦♦j�� • 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. • l R oij ,S� • ...... psf live to d 20 the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5) Thisr a of chord spwith I� fit the bottom hod and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 1, 920 lb uplift at joint 24 Thomas A. Albert[ PE No.39360 , 1071 lb uplift at joint 21, 1070 lb uplift at joint 18, 920 lb uplift at joint 15 and 198 lb uplift at joint 14. p 1 P 1 P 1 P 1 MfTek USA, Inc. FL Cert 66346904 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340199 73195 Al HIP 2 1 Job Reference (optional) unamDers I runs, I -on rIOTCe, M 5-1-2 ' 5-5-3 ' 3-5-12 ' 17-1-4 5x8_ 7 00 F12 3x4 11 3x8 = 6 7 8 3x5 i 3x6 i 33 5 3x4 3 1 2 I 1 26 35 25 22 36 24 23 27 5x8 I 5x6 = 3x6 = 6x8 = 3x6 = 3x4 11 3x5 = Adequate Support Required I D:7QPecszFdotRumoewatlfLyMy11-s4 UidTN PSBZrDZpbkJ Hgo16NhITX5ygwnbhwwOzVRP9 7-1-4 ' 3-5-12 ' 5-5-3 5-1-2 3x4 11 3x6 = 5x8 = 9 10 11 34 3x5 12 37 20 19 18 38 17 6x8 = 3x5 = 5x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 26-29 >844 360 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.47 26-29 >261 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 16 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.03 26-29 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 23=0-6-0, 20=0-6-0, 1=Mechanical, 3x6 13 3x4 i 14 3-6-0 5x8 11 Scale= 1:108.8 Adequate Support Required PLATES GRIP MT20 244/190 Weight: 368 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-24, 6-23, 7-23, 8-23, 8-20, 10-20, 11-20, 12-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 16=Mechanical. (lb) - Max Horz 2=40(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 2=-551(LC 4) 26= 760(LC 5), 23=-1068(LC 5), 20- 1063(LC 4), 17=-755(LC 4), 1=-136(LC 4), 16_ 135(LC 5), 15=-546(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 16 except 2=1213(LC 9), 26=1474(LC 9), 23=1711(LC 9), 20=1712(LC 9), 17=1 75(LC 9), 15=1190(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-755/450, 3-4=-272/183, 5-33=-476/395, 6-33=-414/416, 6- =-341/394, 7-8=-341/394, 8-9=-340/402, 9-10= 340/402, 10-11=-340/402,16, 1-34= 413/417, ,,Q�v;PS' A gCe,,�1�I� 92926- • BOT CHORD 2 264-43/ 5, 320 486625- 51 320 496324-25_ 320/4 23-24=-422/614, ��;••�,�G E N Sic• q"lj��, 23-36= 263/420, 22-36= 263/420, 21-22=-263/420, 21-37= 263/420, 20-37= 263/420, `�� 19-20=-423/589, 18-19= 322/472, 18-38= 322/472, 17-38=-322/472, 15-17=-25/389 WEBS 3-26- 754/5811 5-26= 747/503, 6-23=-443/246, 7-23= 508/536,18-23=-706/432, i N O 3 9 3 8-- • :�� 8-21=0/486, 8-20=-707/431, 10-20= 508/536, 11-20=-442/241, 12-17= 749/499, '+ 14-17=-753/582 r NOTES- 1) Unbalanced roof live loads have been considered for this design. % E • %C/ i • BCDL=3.Opsf; h=46ft Cat. 11; Exp C; Encl., •' GCpi=0.18;00.0, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 15-9-0, Exterlor(2) 15-9-0 to 36-11-0; Lumber DOL=1.60 plate grip DOL=1.60 ,Sl� • �•0 R i �••'G�,�� 3) Provide adequate drainage to water ij cs prevent ponding. %% A; Thistrusser live loads.�4444ION any ere sf bottom chord live load nonconcurrent are for rlive load truss N s whth has been designed foned 5) of 20. psf on the bottom chord in all a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD = 15.Opsf. Thomas A. Albanl PE No.39380 6) Refer to girder(s) for truss to truss connections. Mffek USA, Inc. FL Cart 6634 7) Provide mechanical connection (by others) of truss to bearing plate capable of;withstanding 551 lb uplift at joint 2, 760 lb uplift at joint 26 8904 Parke East Blvd. Tampa FL 33610 , 1068 lb uplift at joint 23, 1063 lb uplift at joint 20, 755 lb uplift at joint 17, 136 Ib uplift at joint 1, 135 lb uplift at joint 16 and 546 lb uplift Date: at joint 15. Anril A 7niR 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis ana design of mis truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340199 73195 Al HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oyosany ca c�io rvuien umuawea, uic. iuu ,.,o�, ,.,,�.�.. w,.. ,oyo� I D:7QPecszFdotRumoewatlfLyMy1 I-s4UidTNPSBZrDZpbkJ Hgol6NhITX5ygwnbhwwOzVRP9 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAMCE PAGE MI1-7473 rev. 101012015 BEFORE USE. Design valid for use only with MITek6 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 applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Miss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrli a. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Liiestyle T8340200 73195 A2 SPECIAL 14 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s aey 29 20.5 wdd am m�ij>,,,a�, �,��. — . �..,.. , ago I D:7QPecszFdotRumoewatlfLyMy1 I-s4UidTN PSBZrDZpbkJ Hgol6LpIW h57wwnbhwwOzV RP9 7-1-4 14-2-8 7-1-4 7-1-4 3x5 = 3x6 II 3x5 = Scale = 1:57.3 3x6 11 1 3x8 = 3x6 11 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.53 BC 0.32 WB 0.36 (Matrix-M) DEFL. in Vert(LL) -0.07 Vert(TL) -0.18 Horz(TL) 0.00 Wind(LL) 0.02 (loc) I/defl Ud 5-6 >999 360 5-6 >936 240 4 n/a n/a 5 >999 240 PLATES GRIP MT20 244/190 Weight: 117lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-6, 3-4, 1-5, 2-5, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=765/0-3-0, 4=765/0-3-0 Max Uplift6=-690(LC 4), 4=-690(LC 4) Max Grav6=986(LC 9), 4=986(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-823/702, 1-2=-426/311, 2-3=-426/311, 3-4=-823/702 WEBS 1-5=-509/695, 2-5=-783/880, 3-5=-509/695 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 C-C Exterior(2); 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 noncona 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chop fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used ; BCDL=3.Opsf; h--46fh Cat. II; Exp C; Encl., GCpl=0.18; 'rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi withstanding 690 lb uplift at joint 6 and 690 lb uplift at the analysis and design of this truss. ,t11111�11fit., E IV No 39380..--�� • 0 TA E_ �•0.R t p• •��,�. A; `E �% % Thomas A. AIhanl PE No.39380 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK RE ERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is Lased 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 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340201 73195 ATA SPECIAL 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.b4v s Sep 29 zuu mi r ex mausrries, inc. Thu mar a i 1 i arc1 2016 rage 1 I D:7Q PecszFdotRumoewatl fLyMy11-KG24rpO1 DVhirjOnl l o3LzfXR9pDgJK4?FRTTSzVRP8 Or3r8 7.3-0 14-2-8 0-3.8 6-11-8 6-11-8 7x10 = 3x10 II 7x8 = Scale = 1:56.3 1 2 3 3x6 I I 3x6 = e cb m 3x6 I I I 3x6 — 7 10 9 6 5 4 3x4 11 4x8 = 3x4 I I 0 3 8 7-3-014-2-8 013 6-11-8 6-11-8 Plate Offsets (X Y)-- fl:Edge 0-4-121 f3:0-1-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.07 4-5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.16 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 HOrz(TL) -0.10 9 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 5 >999 240 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 'Except' end verticals. 4-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 5-4-0 oc bracing: 1-7 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 1-5, 2-5, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1770/0-3-0, 9=1696/0-3-8 Max Uplift7= 1596(LC 4), 9= 1529(LC 4) Max Grav7=2016(LC 9), 9=201 O(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when hown. TOP CHORD 1-2=-890/697, 2-3=-890/697 BOT CHORD 1-7=-1928/1604 WEBS 1-5=-1145/1459, 2-5=-2080/1906, 3-5=-1109/1403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2p$f; ,`�11111111/1 BCDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 DOL=1.60 `,, ........ plate grip Provide drainage to ��,• EN .` �\ S�•.• �ij ��' 3) adequate prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,� e 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in fit between the bottom BCDL 15.Opsf. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, No 3938 _.�100 •~'L chord and any other members, with = 6) Bearing at joint(s) 7, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify * capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ctjwithstanding 1596 lb uplift at joint 7 and 1529 ib uplift aG E •• 1 joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��• fL i� , '_�44b4 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted !as front (F) or back (B). i��(C�S. • •Q Fj :1 LOAD LOAD CASE(S) Standard �,,s�O N AL �,�101 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-230(F=-150), 4-6=-30 111/III I I I % Thomas A. Albanl PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Palace East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mifek® 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 vedfy 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanddo, VA 22314. Tampa, FL 33610 T834D202 73195 IATB SPECIAL IJob 7.640 s 714 714 6x8 = 3x10 11 6x8 = Scale = 1:45.9 g 4 4x6 I I 4x8 = 4x6 11 7-1-4 14-2-8 7-1-4 1 7-1-4 Plate Offsets (XY)-- f1•Edge 0-4-01 f3-Edge 0-4-01 f4:Edge 0-3-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(ILL) -0.05 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(rL) -0.18 5-6 >935 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.06 5 >999 240 Weight: 114lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 1-6, 3-4, 1-5, 2-5, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6=1809/0-3-0, 4=1809/0-3-0 Max Uplift6=-1631(LC 4), 4=-1631(LC 4) Max Grav6=2140(LC 9), 4=2140(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wher) shown. TOP CHORD 1-6=-1980/1641, 1-2=-1208/942, 2-3=-1208/942, 3-4= 1980/1641 WEBS 1-5=-1354/1728, 2-5=-2219/2032, 3-5=-135411728 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 C-C Exterior(2); 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 nonconci 4) • This truss has been designed for a live load of 20.Opsf on the bottom chor( fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used 7) In the LOAD CASE(S) section, loads applied to the face of the truss are note LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3= 230(F= 150), 4-6=-30 ; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ,too 11111111111 -ent with any other live loads. `,%�� op,S A. ;4 n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,� �O • G E•N ' ••• '9 10 �� withstanding 1631 lb uplift at joint 6 and 1631 lb uplift at % i No 3938Q... the analysis and design of this truss. as front (F) or back (B). o E ON A` Thomas A. Alban) PE No.39380 Mtfek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF ERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTOM 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 applicability of design 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 only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of musses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340203 73195 ATC SPECIAL 21 1 Job Reference (optional) 11 �52.22 2016 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 age I D:7QPecszFdotRumoewatltLyMyl I-oTcS29Pf-ppZTtzzskKltABdIZECZskDEvA1?vzVRP7 5-8-10 5-8-10 ' 6x8 = 3x10 II 6x8 = g 4 3x6 I1 4x8 = 3x6 11 Scale = 1:45.9 Plate Offsets (X Y)-- f1:Edge 0-4-01 13:Edge 0-4-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.09 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 5 >999 240 Weight: 101 lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1449/0-3-0, 4=1449/0-3-0 Max Uplift6=-1447(LC 4), 4=-1447(LC 4) Max Grav6=1729(LC 9), 4=1729(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1598/1452, 1-2=-778/666, 2-3=-778/666, 3-4=-1598/1452 WEBS 1-5=-1086/1265, 2-5=-1787/1790, 3-5=-1086/1265 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-6, 3-4, 1-5, 2-5, 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. ev,, $ A 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `%.N �P A4 I� 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord �n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�� •.-'�•z ' •. e.9 �i� fit between the bottom chord and any other members, with BCDL=15.0psf. I,� .� • �\ S�•.• i# 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 lb uplift at joint 6 and 1447 lb uplift at joint 4. No 39$80.._—;`� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 E 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 p<.- • Al Uniform Loads (plf) Vert: 1-3=-230(F=-150), 4-6=-30 �� •' O R 1 , `% Thomas A. Alberti PE No:39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 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 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340204 73195 ATD SPECIAL 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I �.o��°.,cp<�<,.,�,.,,,o• .............. __..,.-a-. I D:7QPecszFdotRumoewatlfLyMy1 I-oTcS29Pfpp2TtzzskKltABemZDiZnoD EVA1?vzV,RP7 5.8-10 11.5-4 5-8-10 5-8-10 6x8 = 3x10 11 6x8 = Scale = 1:68.0 3x6 11 1 4x8 = 3x6 11 Plate Offsets (X Y)-- f1:Edge 0-4-01 (3•Edge 0-4-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.10 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 5 >999 240 Weight: 128lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x4 SP M 30 WEBS 1 Row at midpt 1-6, 3-4, 1-5, 3-5 2 Rows at 1/3 pus 2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1449/0-3-0, 4=1449/0-3-0 Max Uplift6=-1447(LC 4), 4=-1447(LC 4) Max Grav6=1758(LC 9), 4=1758(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1619/1451, 1-2=-518/434, 2-3=-518/434, 3-4=-1619/1451 WEBS 1-5=-963/1146, 2-5— 178211786, 3-5=-963/1146 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 �� S A. 2) Provide adequate drainage to prevent water ponding. ,�% Ot�P Abe 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 `�� \ C' E N •• 2/ 10 fit between the bottom chord and any other members, with BCDL = 15.Opsf. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1447 lb uplift at joint 6 and 1447 lb uplift at: No 39380 joint 4. * r 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted) as front (F) or back (B). = -0 LOAD CASES Standard E 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-230(F=-150), 4-6=-30 df Thomas A. Alban) PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340205 73195 ATK SPECIAL 2 2 Job Reference (optional) Gnamoers truss, ron rrerce, rL 4-4-12 4-1-4 4-1-4 Verticals that are extended below a chord forming a "Leg Down" are not designed to resist lateral forces between the truss and tt Additional design considerations (by others) are required to tran these forces to the appropriate lateral force resisting elements. (Typical for all applicable "Leg Down" trusses in this job) 4x4 = 8xl4 MT18HS: 5x6 = 4x6 = 3x4 11 4x8 = 1 2 3 4 6 m\N 5 29 27 26 25 24 23 4x10 11 5x6 = 7x8 = 4x4 = 7x10 = I D:7QPecszFdotRumoewatlfLyMy1 I-GfAgFVPH16yQ41 YAPSrXQOksNyREICANTzwaXLzV RP6 24-5-6 28-10-5 33-1-8 37-4-11 41-11.6 3_ 4-14 4 4-15 4--1 4-3-3 4-6-11 48 = Dndition, 3x4 11 5x6 = 48 = support. 9 10 11 12 er 3x4 I I 7 4 MT18HS 21 20 19 18 17 1ox14 MT18HS= 3x4 II 6x10 MT18HS= 7x8 = 22 SUPPORT REQUIRED. 3x5 = Scale = 1:78.3 4x4 = 3x4 I I 13 3D 14 N O n 15 16 5 6 — 44 = 28 Plate Offsets Y -- 6:0-4-8,0-4-0 8:0-4-8 0-4-0 18:0-4-0 0-0-4 19:0-4-120-3-0 21:0-7-0 0-5-4 23:0-3-8 0-3-8 25:0-3-12 0-4-8 28:0-2-8 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.48 21 >999 360 MT20, 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -1.77 22 >281 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.91 28 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 1.02 21 >490 240 Weight: 851lb FT=20%" LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except 5-8: 2x6 SP 240OF 2.0E end verticals. BOT CHORD 2x6 SP No.2 "Except` BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. 18-21: 2x6 SP 240OF 2.OE WEBS 1 Row at midpt 14-28, 8-10, 8-19, 13-15, 6-23, 11-16 WEBS 2x4 SP No.3 *Except* 1-27,14-28,21-23: 2x6 SP No.2 8-19,10-19,11-17,4-25,2-25,1-26,6-24,13-16: 2x4 SP M 30 6-21: 2x4 SP M 31 REACTIONS. (lb/size) 27=4861/0-7-10, 28=3353/0-3-0 Max Horz27=502(LC 5) Max Uplift27=-3770(LC 4), 28= 2725(LC 4) Max Grav27=6084(LC 9), 28=4120(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 1-27= 5990/3755, 1-2=-3910/2416, 2-3=-6740/4143, 3-4=-6733/4138, 4-5=-8544/5232, 5-29=8544/5232, 6-29— 8544/5232, 6-7=-26745/16669, 7-8— 26745/16669, 8-20=-508/428, 9-10= 280/280, 10-11=-5833/3823, 11-12=-2283/1515, 12-13= 2283/1515, 15-28=-4120/2725 ,,,>)ti{111111�� BOT CHORD 26-27= 540/512, 25-26=-2918/4253, 24-25=-5734/8887, 23-24—� -6293/9937, �0 ,--11�� PS �1. A �� 20-21= 15678/24644, 19-20=-15589/24455, 18-19=-2758/4172� 17-18=-2758/4172,�\�` • • • ... • • • • �e ♦ii WEBS 8 21-1742/2855, 8 10, 8953/567388-19— 20664/13056, 10-19I=-3996/6545, w�.�?'•• �'� G EN S�•, �/�� s� 11-19= 2130/3321, 13-15=-4454/2958, 2-26=-5299/3383, 3-25 =-1227/881, NO 39380.. p 4-24=-733/1436, 4-25=-3168/1914, 2-25— 2988/4898, 1-26= 4097/6629, 6-23= 8092/5345, 6-24=-1827/972, 6-21=-11965/18866, 21-23=-8245/13020, 13-16=-2077/3346, 11 -1 6=-3778/2485, 7-21=-558/356 .. NOTES- f E •:�/� 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. w ••• (0 R 0•••• Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ♦ s \G �� 2) Alleoads are cbs ted as onsidereld equally applied to all plies, excep?frows notedta99rontd(F) or back (B) face in the LOAD CASE(S) section. Ply to ply ,',♦l,110 N [tit i t ,,,��, connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Thomas A Aibani PE No.39380 3) Unbalanced roof live loads have been considered for this design. Thomas A. Inc. FL E No.3rt 3 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18. 6904 Parke East Blvd. Tampa R. 33610 C-C Exterior(2) 0-2-12 to 15-2-12, Interior(1) 15-2-12 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. I Date: 6) All plates are MT20 plates unless otherwise indicated. I April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek8 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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse Mlh possible personal Injury and property damage. For general guidance regarding the fabricollon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insnlute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340205 73195 ATK SPECIAL 2 2 Job Reference (optional) . AA... 71 1 'l J111 R Dnnn 9 Chambers Truss, Fort Fierce, rL NOTES- 8) * This truss has been designed for a live load of 20.Opsf on the bottom 1 other members. 9) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 10) Provide mechanical connection (by others) of truss to bearing plate ca 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-230(F=-150), 9-14=-80, 22-27=-30, 15-21=-30 I D:7QPecszFdotRumoewatlfLyMyl I-GfAq FVPH16yQ41 YAPSrXQOksNyREICANTZwaXLZVRP6 in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any to grain formula. Building designer should verify capacity of bearing surface. of withstanding 3770 lb uplift at joint 27 and 2725 lb uplift at joint 28. In the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify 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 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, seeANSI/TP,11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandfia, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 T8340206 ATL (SPECIAL ce, FL 6-3-1 12-4-7 18.5-12 6-1-5 fi-1-5 8x14 MT18HS = 3x8 11 1 2 ti 20 19 6x10 MT18HS I I 7x10 MT18HS= 6x8 = 7x8 = 7.640 s Sep 29 S I D:7Q Pecsz FdotRumoewatl fLyMyi 24-5.6 i 30-2.3 5-11-9 5-8-13 � 3x4 11 7x8 = 7 22 8 3x8 I S d = / 21 18 17 16 15 7x8MT18HS= 4x8= 3x4 II 5-8-13 6-0-5 3x6 = 3x4 II 6x8 = 9 10 23 11 14 24 13 25 12 6x10 MT18HS = 6x8 = 5x10 I I 6xl0 MT18HS = Scale = 1:87.2 Plate Offsets (X Y)-- 13:0-4-0 Edgel f4:0-4-0 0-4-8) (6:0-4-8 0-4-81 (13:0-2-0 0,2-41 (14:0-3-8 0-2-01 (18:0-4-0 0-4-ej (19:0-4-12 0-3-01. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.24 16-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.87 16-17 >574 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.19 12 n/a rl/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.50 16-17 >997 240 Weight: 427lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-11 oc purlins, except 1-3: 2x6 SP No.2, 3-6: 2x6 SP 240OF 2.0E end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP M 30 `Except` WEBS 1 Row at micipt 1-20, 1-19, 2-19, 4-19, 5-17, 6-8, 8-13, 10-13, 1-20,7-16,11-12: 2x6 SP No.2, 2-19,4-18,5-17: 2x4 SP No.3 11-13 6-14: 2x4 SP M 31, 8-13,11-13: 2x6 SP 240OF 2.0E 2 Rows at 1/3 pis 11-12, 6-14, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=4869/0-7-10, 12=3362/0-3-0 (req. 0-3-9) Max Harz20=51 O(LC 4) Max Uplift20=-3771(LC 4), 12= 2732(LC 4) Max Grav20=6123(LC 9), 12=4324(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-5995/3752, 1-2=-5440/3333,2-3= 5440/3333, 3-4=-5440(3333, 4-21=-9809/5863, 5-21=-9809/5863, 5-6— 9809/5863, 6-16=0/293, 7-22=-245/2611 8-22=-2451261, 8-9— 2048/1313, 9-10=-2048/1313, 10-23=-2048/1313, 11-23=-2048/1313, 11-12=-4186/2742 A BOT CHORD 15-126 56015894141, 514-15=756090/8941?14-24=72318/3610613- 45623180/3610 ��Oons• A. A4e%'', WEBS 1-19= 456517456, 2-19=-1957/1412, 4-19=-4488/2679, 4-18=0/310, 4-17=-861/1556, `,�� `r••��Ci E N S�•'92ji�,' 5-17=-1970/1305, 6-17= 1007/1557, 6-8=-4775/2885, 6-14=-7774/4787, 8-14=-3439/5870, 8-13=-3440/2214, 10-13=-570/590, 11-13=-2843/4440 No 3938 NOTES- ; 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=O.lc C-C Exterior(2) 0-2-12 to 15-2-12, Interior(1) 15-2-12 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 .0„- 3) Provide adequate drainage to prevent water ponding. .0, 4) All plates are MT20 plates unless otherwise indicated. ��j •O R �, '\,��, 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. �ii SS • • • % 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=15.Opsf. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. Thomas A Albani PE No.39380 8) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPl 1 angle to grain formula. Building designer should verity capacity MiTek USA, Inc. FL Gert 6634 of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable oft withstanding 3771 lb uplift at joint 20 and 2732 lb uplift at Date: joint 12. Anril A 901A 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE � � ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834u206 73195 ATL SPECIAL 6 1 Job Reference (optional) unambers i russ, rron Tierce, rL ID:7QPecszFdotRumoewatlfLyMyi 1-krkDTrQvWQ4HiB7Mz9MmybHwOMsg1 geW iDf74nzVRP5 NOTES- 11) In the LOAD CASE(S) section, loads applied to the face of the truss are nog ed 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=-230(F=-150), 7-11=-80, 12-20— 30 I ® WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M!I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parametrr 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 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty bor Ridge Lifestyle T8340207 73195 ATM SPECIAL 6 ��Job Reference (optional) 2016 Pa e 1 Chambers Truss, Fort Pierce, FL 2-7-1 5x6 = 3x8 11 1 2 21 20 3x4 II 7x12 = 7-3-3 7x14 MT18HS= 6x8 = 22 25 19 26 18 3x4 11 5x8 MT18HS = y cv cv, ,n ,on an an„ as , .0. I D:7QPecszFdotRumoewatltLyMy1I-krkDTrQv W&HiB7Mz9MmybHOMMkv1 ghW iDf74nzvRP5 30-2-3 3511-1 41-11-6 5-8-13 Se-13 60-5 Scale = 1:84.5 Sx4 11 7x8 = 4x8 = 3x4 11 7x8 = 7 23 8 9 10 P4 11 27 16 3x4 11 15 14 6x10 = 6x10 MT18HS= 28 13 29 12 6x8 = 4x10 I I Plate Offsets X Y -- 3:0-7-0 0-4-12 4:0-4-0 Ed a 6:0-3-8 0-5-0 , 13:0-1-12 0-2-8 14:0-5-0 0-2-12 20:0-2-0 0-5-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.19 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.71 16-17 >662 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.19 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.4016-17 >999 240 Weight: 428lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins, 7-9,9-11: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 3-8-7 oc bracing. 18-21: 2x6 SP No.2 WEBS 1 Row at midpt 3-20, 3-17, 5-17, 6-8, 10-13 WEBS 2x4 SP M 30 *Except* 2 Rows at 1/3 pis 11-12, 6-14, 8-14, 8-13, 11-13 1-21,1-20,3-19,5-17: 2x4 SP No.3, 7-16,11-12,2-20: 2x6 SP No. MiTek recommends that Stabilizers and required cross bracing 3-20: 2x6 SP 240OF 2.OE, 8-13,11-13: 2x4 SP M 31 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=3059/0-3-0 (req. 0-3-5), 20=5194/0-7-10 (req. 0-..14) Max Horz 20=502 (LC 5) Max Upliftl2=-2494(LC 4), 20— 4025(LC 4) Max Grav 1 2=4006(LC 9), 20=6682(LC 9) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-8458/4924, 4-22=-8458/4924, 5-22= 8458/4924, 5-6=-84 8-9=-1895/1197, 9-10=-1895/1197, 10-24=-1895/1197, 11-24=;1895/1197, 8/4924, 6-16=0/322, 11-12= 3866/2503 BOTCHORD 20-25=3985/6258, 19-25=-3985/6258, 19-26=-3985/6258, 18-26=-3985/6258, �� , 17-18— 3985/6258, 17-27=-4974/8148, 16-27— 4974/8148, 15- 14-15= 4925/8043, 14-28=-2091/3309, 13-28=-2091/3309 6=-4925/8043, 1 �� wt\PS A. 3-19=0/386, 3-17=-1849/3264, 5-17= 2334/1569, fie,, 0 WEBS 2-20=-1932/1378, 3-20= 7467/4399, 6-17=-577/870, 6-8=-4351/2568, 6-14=-6901/4132, 8-14= 2967(5231, 8-13=-3097/1957, �% �� •� V� G N S jC`'•• i/% �j ems! 10-13= 564/589, 11 -1 3=-2580/4085 No 39380..-:_�: NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=D.1$ -fl — C-C Exterior(2) 0-1-12 to 15-1-12, Interior(1) 15-1-12 to 24-7-2, Exterior(2) 24 17-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. �-� E •'� 4) All plates are MT20 plates unless otherwise indicated. i �i� • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcur{ent 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 . Q R �,••\,�� i� SS • •' • • • • ° • fit between the bottom BCD 15.Opsf. �� ni A, chord and any other members, with = ��% 7) WARNING: Required bearing size at joint(s) 12, 20 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2494 lb uplift at joint 12 and 4025 lb uplift at Thomas A. Albani PE No.39380 joint 20. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 'the analysis and design of this truss. MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: April 4,2016 i ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicablllty 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 �' 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 incases and truss systems, seeANSI/TP[ji Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aty, Ply Harbor Ridge Lifestyle T8340207 73195 ATM SPECIAL 6 1 Job Reference (optional) chambers Iruss, Von r18ro9, VL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-230(F=-150), 7-11=-80, 12-21=-30 I D:7QPecszFdotRumoewatltLyMyl I-Ci HbgARYH kCBKKhYXtt?VppB6m38m7xfwtPhcDzVR P4 i I ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 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, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandrl6 VA 22314. Tampa, FL 33610 Job I russ iruss type QtY Ply Harbor Ridge Lifestyle T8340208 73195 ATR SPECIAL B 1 Job Reference (optional) cnamoerS I russ, t-on r GM% rL 5-9-8 11-6-7 5-9-8 54 5 7x8 = 7.00 F12 36 = 2 3 4x8 i 1 nwr. i.ocus r,N, au cu,o nnn. i.oy�a rvvv r ,,, ,�N, �, a� I D:7OPecszFdotRumoewatltLyMyl I-71 dFipTEB_ODi tnpT2Kv6Swo?x_MRx7LdSoBDbzV47E 3-11-14 22-2-10 2i7 32-8-3 37-0-0 41-7-4 5-5-7 5-2-12 5-2-12 5-2-12 4.3.13 4-7.5 3x4 1 4 10x10 = 6x8 = 3x8 II 4x8 = 0— 6 7 9 8 Scale=1:80.1 6x8 = 6x8 = 6x8 = 6x8 = 11 m cD 23 0 0 N 21 24 20 25 19 18 26 17 27 16 28 15 14 29 13 30 31 12 4x10 11 4x4 = 4x8 = 5x8 5x6 = 3x4 11 10xl4 = 7x85x6 = SEE NOTE 6 BELOW. 5-9-8 1t-6-7 16-11-14 22-2-10 27-5-7 32-8-3 41-7-4 5-9-8 5-8-15 5-5-7 5-2-12 5-2-12 5-2-12 8-11-1 Plate Offsets X Y - 2:0-6-0 0-2-4 5:0-7-0,0-4-12 6:0-4-0 0-3-12 , 11:0-2-12 0-4-0 13:0-4-0 0-4-12 15:0-5-12 0-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.08 17 >999 360 MT20 244/190 TCDL 20.0 Lumber.DOL 1.25 BC 0.57 Vert(TL) -0.29 17 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.93 Horz(fL) 0.06 13 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.17 17 >999 240 Weight: 435lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except` TOP CHORD Sheathed or 3-0-7 oc puffins, except end verticals. Except: 5-8,8-11: 2x6 SP No.2 1 Row at mldpt 5-17 BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 2-20, 2-19, 3-5, 6-17, 6-14, 7-14, 9-14, 6-14,9-14: 2x4 SP M 30, 9-13,1-21: 2x6 SP No.2 10-13, 1-21, 1-20 OTHERS 2x8 SP 240OF 2.0E 2 Rows at 1/3 pts 5-19, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=2072/0-7-10, 13=6092/0-7-10 (req. 0-9-15), 23= 9 /0-3-8 Max Harz 21=702(LC 4) Max Uplift 21=-1391(LC 4), 13= 4815(LC 4), 23=-125(LC 13) Max Grav 21=2760(LC 9), 13=8404(LC 9), 23=81(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2� 1520/830, 2-3= 1992/1209, 5-17=-540/640, 5-6=-3758/2399, 6-7=-1392/870, 7-8=-1392/870, 8-9=-1392/870, 9-10=-853/1485, 12-22=-622/405, 11-22=-622/405, 1-21= 2622/1399 BOT CHORD 21-24=-726/633, 20-24= 726/633, 20-25= 1242/1560, 19-25=-1242/1560, ,��pp�'111l�t7![1.#I A A� n ��1I' 16-27=-1982/3208, 16-28=-1982/3208, 15-28=-1982/3208, 14-15=-1982/3208, ' 14-29=1485/853, 13-29= 1485/853, 13-30=-358/183, 30-31=-358/183, 12-31=-358/183 ��`,1PS' E NS�•C'79�j�.0 ��•,�G WEBS 2-20= 1244f783, 2-19=-787/1517, 3-19=-372/927, 3-5=-2580/1672, 5-19= 2536/1354, + •• NO 39380..E 6-17=-726/918, 6-16=0/351, 6-14— 3273/2005, 7-14=-1526/983, 9-14=-3104/5185, 9-13=-5895/3604, 10-13= 2338/1390, 10-12= 415/839, 1-20=-9111/1886 NOTES- 1 ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., : E • . v - GCpi=0.18; C-C Exterior(2) 0-2-12 to 16-10-2, Intelior(1) 16-10-2 to 40-10-4; 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 nonconcurrelnt with any other live loads. 110(� O R 10.•' \ �� S4j SS"' •"� �� 5) ' This truss has been designed for live load 20.Opsf the bottom in where rectangle 3-6-0 tall by 2-0-0 wide a of on chord !all areas a fit between the bottom BCDL 15.Opsf.1 �%% it will chord and any other members, with = 6) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. Thomas A. Albanl PE No.39380 7) Bearing at joint(s) 23 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cert 6634 capacity of bearing surface. 16904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1391 lb uplift at joint 21, 4815 lb uplift at Date: ioint 13 and 125 lb uplift at joint 23. A-11 A Or\i G 9)"Semi--riigfiidpppiittcphbreaks including heels" Member end fixity model was used in the analysis and design of this truss. CORtI"WARNrNCi - VaQ des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vAlh M1100 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 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 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" seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute" 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I fuss I fuss I ype Uly y Harbor Ridge Lifestyle T8340208 73195 ATR SPECIAL 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 80, 2-4= 80, 5-11=-230(F=-150), 12-21=-30 wu:w,„o., I D:7QPecszFdotRumoewatlfLyMy1 I-71dFipTEB_QD1 tnpT2Kv6Swo?x_MRx7LdSoBDbzV47E ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not e 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. 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ss04 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla VA 22314. Tampa, FL 33610 p rUssTruss Type City y Harbor Ridge Lifestyle T8340209 73195 ATS SPECIAL 7 1 Job Reference (optional) M.— 7 a9n. nnr zn qnu Prier 7 Fan s Nov 1n 2015 MiTek Industries. Inc. Fri ADr 01 14:22:282016 Papal chambers r russ, ruu nerve, rL • •- - - � - ID:70PecszFdotRumoewatltLyMy11-4VKHgx6UjG5hu1L?3gnLmddgo136Mvg9pC8Va0z 46 5-9-8 11-6-7 16-11-14 22- -10 27-5-7 32-8-3 38-2-0 43-11-4 5-9-8 5-8-15 5-5-7 5-2-12 5-2-12 5-2-12 5-5-12 Scale=1:81.8 7.00 12 7x8 3x5 = 3x4 11 2 3 4 6x8 = 3x10 6x8 = 4x8 7x8 = 7x8 = 4x8 = 6x8 = 6x12 = 1 7x8 — 6 7 9 10 11 8 m m 0 24 lc�0 22 25 21 26 20 27 19 18 28 17 29 16 1530 14 31 13 32 12 3x10 I I 4x4 = 4x8 = 5x6 = 3x4 11 5x6 = 4x8 = 10x10 = 4x4 = 3x4 11 5x8 = SEE NOTE 6 BELOW. 5-9-8 11-6-7 16-11-14 22c2-10 27-5-7 32-8-3 38-2-0 4111-4 5-9-5 5-8-15 5-5 7 5-2-12 5-2-12 5-2-12 5-5-12 5 9-4 Plate Offsets (X Y)-- f2:0-6-0 0-2-41 (5:0-6-4 0-4-8) (7:0-3-8 0-3-81 110.0-3-8 0-3-121 111:0-3-4 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.08 18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.28 18-20 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 24 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.16 18 >999 240 Weight: 458lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except` TOP CHORD Sheathed or 3-0-11 oc purlins, except end verticals. Except: 5-8,8-11: 2x6 SP No.2 1 Row at midpt 5-18 BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midot 2-21, 2-20, 3-5, 6-18, 6-16, 7-16, 9-14, 6-16: 2x4 SP M 30, 7-14: 2x4 SP M 31, 9-14,1-22: 2x6 SP No.2 11-13, 1-22, 1-21 OTHERS 2x8 SP 240OF 2.0E 2 Rows at 1/3 pts 5-20, 7-14, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 22=2016/0-7-10, 14=6388/0-7-10 (req. 0-10-6), 24=2 3/0-3-8 Max Horz 22=702(LC 4) Max Uplift 22=-1343(LC 4), 14=-5059(LC 4), 24=-179(LC 4) Max Grav 22=2690(LC 9), 14=8791(LC 9), 24=405(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when Ohown. TOP CHORD 1-2=-1479/802, 2-3=-1921/1161, 5-18=-616/692, 5-6=-3605/22g5, 6-7=-1165/709, 7-8=-103511802, 8-9= 1035/1802, 9-10= 1035/1802, 1-22= 2551 /1351 BOT CHORD 22-25=-726/633, 21-25= 726/633, 21-26=-1218/1525, 20-26= 1218/1525, 20-27= 2274/3556, 19-27= 2274/3556, 18-19=-2274/3556, 18-28=-1842/2999, 17-28— 1842/2999, 17-29=-1842/2999, 16-29=-1842/2999, 15-1i6= 709/1165, 15-30= 709/1165, 14-30= 709/1165 WEBS 2-21=-1194/749, 2-20= 733/1439, 3-20=-339/878, 3-5=-2497/1616, 5-20= 2391/1254, 6-18= 788/1015, 6-17=0/334, 6-16=-3305/2041, 7-16= 1616/2897, 7-14=-5348/3145, 9-14=-1718/1109, 10-14=-2808/1577, 10-13=-173/577, 11-13=-491/315, 1-21= 869/1826 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 7CDL=4.2psf; BCDL=3.Ops1; h=461t; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 16-10-2, Interior(1) 16-10-2 to 43-2-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 6) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 7) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1343 lb uplift at joint 22, 5059 lb uplift at joint 14 and 179 lb uplift at joint 24. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 'the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,,`e�,l� r r r u►►►y�i A4e '�. 0 No 39380.. •: r r r s • S E :lv� O N Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 CCyan�a ((;;opr1tt11f1uerl 0�rr11 Dpa�yrr AL WARNING - Ver7/19srg�i$..eters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-Y473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this 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 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 tenses and taus systems, seeANSI/TPt 1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 o russ russ ype ty�Pfy Harbor Ridge Lifestyle T8340209 73195 ATS SPECIAL 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.2F Uniform Loads (plf) Vert: 1-2=-80, 2-4=-80, 5-11=-230(F= 150), Plate Increase=1.25 12-22=-30 Hun: /.Oeu s Apr dv ev io Ynm: i— J — I V c� �a - en � ��— w, ilc'. i Ni ID:7QPecszFdotRumoewatlfLyMy11-4VKHgx6UjG5hu103gnLmddgo136Mvq9pC8Va0z 46P ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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 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 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, seOANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Ridge LifestyleT834021073195 B SPECIAL 1 1[Harbor ob Reference (optional) Chambers Truss, Fort Pierce, FL r.b4u s sep za zvia M i ex mausmes, inc. Thu mar 31 11:52:27 co, o raya I D:7QPecszFdotRumoewatlfLyMyl I-BQPL5sSopLSsZerxelvTaEvTearXEOyyOBuog6zVRP2 8-5-9 12-0-0 20-0.0 28-0-0 31-9-0 35-2-12 3-6-0 8-5-9 3-6-7 8-" 8-0-0 3-9-0 3-5-12 Scale = 1:73.1 6x8 =' 3x4 11 8 9 5x8 = 3x6 5x12 = II 7.00 FIT 5 6 20 3x5 i 5x8 MT18HS Wg ,�- 1� - - -- - 22 15 14 23 12 24 25 26 13 11 10 — 3x4 11 5x6 = 3x10 = 4x6 6x8 = WO MT18HS = 0 5x6 Adequate Support Required 3-6-0 8-5-9 12-0-0 20-0-0 28-0-0 35-2-12 3-6-0 1 8-5-9 3-6--7 8-0-0 8-0-0 7-2-12 Plate Offsets (X Y)-- (3.0-4-0 Edge) j5.0-5-8 0-2-0) f8:0-5-0 0-1-121 f11:0-3-8 0-3-0) (14:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.53 13-14 >791 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.11 10 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0.1713-14 >999 240 Weight: 238lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 9-10, 7-13, 7-11, 8-11 8-11: 2x4 SP M 30 2 Rows at 1/3 pts 8-10 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 10=1921/0-3-0 (req. 0-3-2), 2=2250/0-7-10, 1=105/Mechanical Max Horz2=1069(LC 5) Max Upliftl0= 1561(LC 4), 2= 1564(LC 4), 1=-72(LC 4) Max Grav10=2660(LC 9), 2=3094(LC 9), 1=142(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe 1 shown. TOP CHORD 2-3=-3917/1994, 3-4=-3761/2010, 4-20=-3454/1966, 5-20= 3 41/1980, 5-6=-3097/1868, 6-21= 3097/1868, 7-21= 3097/1868, 7-8=-2522/1387 BOT CHORD 2-22= 2303/3646, 15-22=-2303/3646, 14-15=-2303/3646, 14-23=-193213063, 13-23_ 1932/3063, 12-13=-1228/2121, 12-24=-1228.2121, 11 24= 1228/2121, 11-25=-507/850, 25-26=-507/850, 10-26=-507/850 ,,�111I111►►►/� WEBS 7-13=-10991494,714-15=0332815/5892,809/11-11 1991l3481,18�1/05252835895/888, `,�O_pPs• i4••q4el�♦,' E IVNOTES- �,, �� ••�� G S�• q2/ i�i 1) Unbalanced roof live loads have been considered for this design. NO 39380. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Enci., GCpi=O.l * '�• C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 12-0-0, Exterior(2) 12-0-0 to 27-0-0, Interior(1) 28-0-0 to 31-9-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 4) All plates are MT20 plates unless otherwise indicated. 0 E �Ve 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 % 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 �, �'•• Q R Q•,•• N_,� fit between the bottom chord and any other members, with BCDL=15.Opsf. ♦ is .... `Q' 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. ♦♦I♦ S/Q N AL �',��` 8) Refer to girder(s) for truss to truss connections. I��///11111►1��, 9) Provide mechanical connection (by others) of truss to bearing plate capable ;of withstanding 1561 lb uplift at joint 10, 1564 lb uplift at Thomas A. Albani PE ND.39380 joint 2 and 72 lb uplift at joint 1. MfTek USA, Inc. FL Cert 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa R. 33610 Date: April 4,2016 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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. seeANSI/1'PI1 Quality Criteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312- Alexandria VA 22314. Tampa, FL 33610 Job Job Truss Truss Type Qty Ply Lifestyle T8340217 61 SPECIAL 1 1 7,1"..ide ere(optional) EIT„L h.dn�b;"� Inn Thu Mar Al 11 •52:28 2016 Penn 1 Chambers Truss, Fort Pierce, FL " 3 .,ap " `"'" '•"' "" " """""' "'"' ' - I D:7QPecszFdotRumoewatltLyMy11-dczjJCTQafaj BOQ7C?Qi7RRgNzBdzTy6crdLDYzVRP 1 -0 6 0 6 11 11 14-0-0 22-0-0 30-0-0 31-9-0 35-2-12 3� -6-0 B-11-11 7-0-5 8-0-0 8-0-0 1-9-0 3-5-12 Scale = 1:77.2 5x8 i Sx8 M1j18HS i 3x4 11 6x8 = 5x12 = 7 8 7.00 12 20 5x12 MT181-]S i I 2 = 1 1 15 74 13 22 72 11 23 10 2524 26 9 19 •••��jjj o 5x6 — 3x4 II 5x6 WB 3X8 4x4 = 5X8 = 4x6 I1 3x6 = Adequate Support Required 3-6-0 6-1,-11 14-0-0 22-0-0 30-0-0 35-2-12 3N 1 6-11,-11 7-0-5 I 8-0-0 8.0-0 5-2-12 Plate Offsets (X Y)-- (3'0-6-0 0-3-01 r4'0-4-8 0-2-01 r5'0-3-8 0-3-01 r7'0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.45 12-13 >943 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.11 9 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1613-15 >999 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except 3-4: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 8-9, 3-13, 5-13, 5-12, 6-12, 6-10, 7-10 8-9: 2x4 SP M 30 2 Rows at 113 pis 7-9 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP N0.3 Installation quide. REACTIONS. (lb/size) 2=219710-7-10, 1=153/Mechanical, 9=1925/0-3-0 Max Harz 2=1 050(LC 5) Max Uplift2=-1483(LC 4), 1=-127(LC 4), 9= 1587(LC 4) Max Grav2=2955(LC 9), 1=228(LC 9), 9=2630(LC 9) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except whe shown. TOP CHORD 2-3= 4062/2090, 3-20=-3159/1734, 4-20=-2991/1748, 4-5=-2736/1669, 5-21=-2624/1601, 6-21= 2624/1601, 6-7= 1594/922 BOT CHORD 2-15=-2441/3846, 14-15=-2438/3853, 13-14=-2438/3853, 1312=-1682/2684, 10 24=-8362406410,25= 515/861025-26= 515/86149 26 3 5 5/86 6/1406, �1.�`��p s A. . WEBS 3-15=0/311, 3-13=-1246/822, 4-13=-284/763, 5-13=-186/333,j5-12=-960/942, ,% C) 4e -,e 6-12=-1229/1857, 6-10=-2587/1765, 7-10� 1741/2987, 7-9= 2570/1536 ,�� ,�� •• �� G E•N ,' '-. NOTES- NO 39380. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1Z C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 14-0-0, Exterior(2) 1 -0-0 to 29-0-0, Interior(1) 30-0-0 to 31-9-0; Lumber '� = DOL=1.60 plate grip DOL=1.60 p 3) Provide adequate drainage to prevent water ponding. E {C/. 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. O R Q • ��; 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will �i� S ,.. • •' • , 01 7) fit Refetbetween the (bottom for chord russ d and any truss connections. other members, with BCDL = 15.Opsf. ��O N A; 0%, 8) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity Thomas A. Albani PE No.39380 of bearing surface. MITek USA, Inc. R Cert 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1483 lb uplift at joint 2, 127 lb uplift at joint 1 6904 Parke East Blvd. Tampa FL 33610 and 1587 lb uplift at joint 9. 10) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING- Verlry design parameters and READ NOTES ON THIS AND INCLUDED —1 REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeW connectors. This design Is based only upon parame.7ers 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 design, Bracing Indicated Is to buckling Individual truss web and/or crhord members only. Additional temporary and permanent bracing MiTek• building prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340212 73195 B1A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL l.640 s Sep 29 205 Mi i ex mausrries, inc. Thu Mar 31 i i azza 2016 rage I D:7QPecszFdotRumoewatlfLyMy11-dczjJCTQafaj BoQ7C?Qi7RRgxzB_zT06crdLDYzV RPi 6-11-11 14-0-0 22-M 30-0-0 31-9-0 35-2-12 6-11-11 7-0-5 8-0-0 8-0-0 1-9-0 3-5-12 5x8 i Scale = 1:68.6 3x4 I T 7x8 i 6x8 = 6x8 = 6 7 7.00 12 3 4 1 Sx12 MT18HS i 2 1 i 14 13 12 19 11 10 20 9 21 22 23 8 3x4 I 5x6 WB = 3x8 — 4x4 — 5x8 —_ 6xl0 MT18HS = 4x5 = 4x10 II 3x6 = 6-11-11 14-0-0 22.0.0 30-0-0 35-2-12 6-11-11 7-0-5 8-0-0 8-0-0 5-2-12 Plate Offsets (X Y)-- f1:0-0-0 0-0-131 f1:0-2-9 Edgel f2:0-6-0 0-3-01 f3:0-2-1 Edge) f4:0-3-8,0-3-01,f5:0-2-4,0-4-01,f6:0-4-0,0-2-61 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.14 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.44 11-12 >959 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.12 8 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.16 11-12 >999 240 Weight: 253lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 3-5: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 2-12, 4-12, 4-11, 5-11, 5-9, 6-9 OTHERS 2x4 SP No.3 2 Rows at 1/3 pis 6-8 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1930/0-3-0 (req. 0-3-2), 1 =1 930/0-7-10 Max Horz 1=881(LC 5) Max Uplift8=-1612(LC 4), 1-1 353(LC 4) Max Grav8=2635(LC 9), 1=2587(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 4097/2154, 2-3= 3182/1811, 3-4= 2758/1728, 4-18— 2659/1652, 5-18= 2656/1652, 5-6=-1558/902 BOT CHORD 1-14= 2512/3870, 13-14=-2513/3861, 12-13— 2513/3861, 12- 9= 1738/2719, 11-19=-1738/2719, 10-11=-841/1399, 10-20— 841/1399, 20-2=-841/1399, 9-21 864 A. WEBS 2-14=0/327, 2-129 1264/844, 3412=-317/823/4612$ 172/319/4--11=-10011990, A4 o.I e 5-11-1 300/1916, 5-9=-2534/1742, 6-9=-1718/2933, 6-8— 258p/l567 �%`C E I & •,9/Ij/�ii NOTES- 1) Unbalanced roof live loads have been considered for this design. NO 39380. 1) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 L C-C Exterior(2) 0-0-0 to 29-0-0, Interior(1) 29-0-0 to 31-9-0, Exterior(2) 31-9-0 to 35-1-0; 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. • This has been designed for live load 20.0psf the bottom in 3-6-0 tall by 2-0-0 E 6) truss a of on chord all areas where a rectangle wide fit between the bottom chord and any other members, with BCDL = 15.Opsf. will �� •,� 0 R 1 0 •'• ` �� 7) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1612 lb uplift at joint 8 and 1353 lb uplift at A� joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 111, 1N ��% Thomas A. Alban) PE Mo.39360 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parametgrs 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 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 tnlss systems, sOCANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply Harbor Ridge Lifestyle T8340213 ITruss 73195 B2 MONO HIP 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sup '"'0" """ uK ""'°"""• "'". "'u '• a "" ' •�`:" `"'" ' "e" ' I D:7QPecszFdotRumoewatlfLyMyl I-5pX6W YU2Lyiaoy?Kmiyxff_g7NW Uiyl FfVNul7zVRPO -3-6-0 7-11-5 15-9-0 22-3-8 28-8-4 35-2-12 3-6-0 7-11-5 7-9-11 6-6-8 6-4-12 6-6-8 Scale = 1:77.5 5x8 MT18HS i 3x4 = 4x6 = 3x4 = 5x6 = 7.00 12 5 21 6 7 8 9 5x14 W B i 20 34 2 1 16 15 14 22 13 12 23 11 24 10 0 3x4 I I 5x6 WB = 3x8 = 3x4 = 5x6 = 5x8 MT18HS 11 5x8 = 3x6 = Adequate Support Required �-6-0 7-115 15-9-0 22-3-8 28-8.4 35-2-12 i 1 3fi-0 7711-5 7-9-11 6-6.6 6-0-12 Plate Offsets (X Y)-- f2-0-0-0 0-1-51 f4-0-2-8 0-3-0) (5:0-5-0 0-2-41 (7.0-3-0 Edge) 110:0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.10 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.43 14-16 >974 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.86 Horz(TL) 0.11 10 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.15 14-16 >999 240 Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc purlins, except 4-5: 2x4 SP M 31 end verficals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-10, 3-14, 6-13, 8-13, 8-11 9-10: 2x4 SP M 30 2 Rows at 1/3 pis 9-11 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No.2 Installation quide. REACTIONS. (lb/size) 10=1926/0-3-0 (req. 0-3-1), 2=2183/0-7-10, 1=152/Machanical Max Harz 2=1 074(LC 5) Max UpliftlO= 1619(LC 5), 2— 1484(LC 4), 1=-117(LC 5) Max Grav10=2614(LC 9), 2=2969(LC 9), 1=221(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe� shown. TOP CHORD 2-3=-4040/2003, 3-4=-2976/1597, 4-20=-2956/1613, 5-20=-2g23/1631, 5-21=-2567/1582, 6-21=-2567/1582, 6-7=-2336/1450, 7-8=-2336/1450, 8-9= 15 8/940, 9-10= 2458/1631 BOT CHORD 2-16=-2379/3784, 15-16= 2379/3784, 14-15= 2379/3784, 14-22=-1450/2336, 13-22=-1450/2336, 12-13= 940/1508, 12-23= 940/1508, 11-23=-940/1508 a {0� WEBS 8-13=0913/147848-11401874/ 421, y 11=-16592662 40/527,i6-13= 930l793, �0\ ..ENS' Ge"i1 4# I NOTES- �� 00 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD L=3.Opsf; h=46ft;, Cat. 11; Exp C; Encl., GCpl=0.18* NO 39380. . C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 15-9-0, Exterior(2) 15-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e 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 i E v fit between the bottom chord and any other members, with BCDL = 15.Opsf. o 6) WARNING: Required bearing size at joint(s) 10 greater than input bearing sjze. r� •Q R 7) Refer to girder(s) for truss to truss connections. ✓�� Ss ...... • �G �� 8) Provide mechanical connection(by others) of truss to bearing plate capableiof withstanding 1619 lb uplift at joint 10, 1484 lb uplift at �I�Q N A` % Joint 2 and 117 lb uplift at joint 1 tiff 1110% 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Alban) PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and Is for an Indlvidual 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. Additional temporary and permanent bracing f1r11iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI/jPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340214 73195 62A MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3-6-0 a 5x8 = Adequate Support Required 8-3-2 7-8-14 7.640 s Sup ca 2015 rv°iek i dustf as,Inc. �a� .,., g I D:7QPecszFdotRumoewatifLyMyl I-Z?5Uj uVg6Gq RQ6aWJQTACe,X_InsZR03P496SH RzVRP? 6-3-12 65-8 5�8 MT18HS i 3x4 = 3x6 = 3x4 = 5x6 = 7.00 12 5 21 6 7 8 9 5x6 WB i 20 6x8 i 16 15 14 22 1312 23 11 24 10 3x4 11 5x6 W B = 3x8 = 3x5 = 5x6 = 5x8 MT18HS 11 3x6 = Scale = 1:78.1 ' Plate Offsets (X Y)-- r2'0-0-0 0-1-5j j4-0-3-0 Edge) (5:0-5-0 0-2-4j I10:0-3-8 Bdgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.10 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.41 14-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.11 10 n/a n1a BCDL 15.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.15 14-16 >999 240 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 9-10, 3-14, 6-14, 6-13, 8-13, 8-11 WEBS 2x4 SP No.3 `Except` 2 Rows at 1/3 pts 9-11 9-10: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x6 SP No.2 REACTIONS. (lb/size) 10=1925/0-3-0 (req. 0-3-1), 2=2191/0-7-10, 1=145/N Max Horz 2=1088(LC 5) Max Upliftl O=-1623(LC 5), 2— 1488(LC 4), 1= 108(LC 5) Max Grav10=2618(LC 9), 2=2985(LC 9), 1=208(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe TOP CHORD 2-3= 4003/1975, 3-4=-2942/1578, 4-20=-2826/1589, 5-20=-2, 6-21= 2535/1564, 6-7=-2291/1421, 7-8=-2291/1421, 8-9=14; BOT CHORD 2-16=-2358/3749, 15-16= 2358/3749, 14-15=-2358/3749, 14- 13-22=-1421/2291, 12-13=-918/1472, 12-23=-918/1472, 11-2 WEBS 3-16=0/395, 3-14= 1454/947, 5-14=-267/669, 6-14= 261/554, 8-13=-918/1491, 8-11=-1887/1428, 9-11=-1653/2650 shown. 0/1608, 5-21=-2535/1564, 1918, 9-10— 2465/1634 318/1472v 3=-953/802, ��\�•PS A q`�S,��i \G E NOTES- %♦� �`Z�••� IV �j'�. �Z�ssi i 1) Unbalanced roof live loads have been considered for this design. a NO 3938Q...�1� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 16-0-0, Exterior(2) 16-0-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. = 'd 4) All plates are MT20 plates unless otherwise indicated. ° 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. ��, �'• ORQ•-°•• \_�♦ 7) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. ✓j is ° • ° • • • • ° • • • \ I 8) Refer to girder(s) for truss to truss connections. A I 9) Provide mechanical connection (by others) of truss to bearing plate capableiof withstanding 1623 lb uplift at joint 10, 1488 lb uplift at ��I/�� N'' joint 2 and 108 lb uplift at joint 1. Thomas A. Allied PE No.39380 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE. REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 �hord 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340215 73195 B3 MONO HIP 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.11-5 15-9-0 7-11-5 7-9-11 7.00 12 4x6 i 6x8 i 3 '� lJ 15 14 3x4 I 5x6 WB= 5x8 = 7.640 s Sep ca 2015 N." ON Indust.' must.o' mc. � �� .�a� � � � �.��..,.. �..... , uW ' I D:7QPecszFdotRumoewatlfLyMyi I-Z?5Uj uVg6GgRO6aW JQTACsXzTntGROU P496SH RzVRP? 6-6-8 5x8 MT18 S i 3x4 = 18 4 20 5 13 21 6-4-12 6-6-8 4x6 = 3x5 = 12 11 22 10 23 3x4 = 5x6 = 3x6 = 5x6 = 5x8 MT18HS I I Scale = 1:72.9 Plate Offsets (X Y)-- f3:0-3-0 Edgel r4:0-4-8 0-2-01 f6:0-3-0 Edgel f9:0-3-8 0clel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.10 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.41 13-15 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.11 9 n/a n/a. BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1415-18 >999 240 Weight: 234lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 8-9: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing. WEBS 1 Row at midpt 8-9, 2-13, 5-12, 7-12, 7-10 2 Rows at 1/3 pis 8-10 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9=1930/0-3-0 (req. 0-3-1), 1=1930/0-7-10 Max Horz 1=881(LC 5) Max Uplift9=-1654(LC 4), 1— 1343(LC 4) Max Grav9=2622(LC 9), 1=2609(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whep shown. TOP CHORD 1-2=-4090/2111, 2-3= 2994/1660, 3-19=-2841/1687, 4-19=-27119/1691, 4-20=-2582/1637, 5-20= 2582/1637, 5-6= 2348/1498, 6-7=-2348/1498, 7-8=-1513/963, 8-9=-2466/1666 BOT CHORD 1-15=-2468/3848, 14-15= 2468/3848, 13-14=-2468/3848, 13-21=-1498/2348, /1513 ,`�,P.S, WEBS 2 15,0/39682-138-1500 98464-13, 261/684, 513= 248/533,2 263935/824, 7-12=-955/1489, 7-1 0=-1 883/1456, 8-10= 1700/2672 0 E Nsc�•'•�'i NOTES- `v�`,,�'Z`,•�'�G 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCp1=0.1(*F No 39380..__ C-C Exterior(2) 0-0-0 to 15-0-0, Intedor(1) 15-0-0 to 15-9-0, Exterior(2) 15-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. — 4) This truss has been designed for a 10.0 psi bottom chord live load nanconciinent 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 A_ - fit between the bottom chord and any other members, with BCDL = 15.Opsf. 0 6) WARNING: Required bearing size at joint(s) 9 greater than input bearing size.�.� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1654 lb uplift at joint 9 and 1343 lb uplift 1. R >, •��.•� at sSS' • • • • • • ��% �` � joint 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. "Till I N it's" Thomas A. Albanl PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvdual 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. 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 the fabrlcatlom storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable 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 Qty Ply Harbor Ridge Lifestyle T8340216 73195 B3A MONO HIP 1 1 Job Reference (optional)' �namoers nuns, ry n , 8-3-2 7-8-14 7x8 MI 7.00 12 19 5x6 W!�' 6x8 i 2 O lk 15 14 5x8 = 3x4 II 5x6 WB = I D:7QPecszFdotRumoewatlfLyMy11-1 BfsxEW Itayl2F9it7_Pl438uBBtAgEYJps?ptzVRP_ 28-9-4 35-_N 2 6-3-12 6-5-8 Scale = 1:70.4 3x4 = 4x6 = 3x5 = 5x6 = 3 PO 5 6 7 8 13 21 12 11 22 x8 = 3x5 = 3x6 = 10 23 9 5x6 = 5x8 MT18HS I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.16 15-18 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.38 13-15 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(TL) 0.11 9 n1a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-4: 2X4 SP M 31 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except* 8-9: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=1930/0-3-0 (req. 0-3-2), 1=1930/0-7-10 Max Horz 1=895(LC 5) Max Uplift9=-1655(LC 4), 1— 1336(LC 4) Max Grav9=2628(LC 9), 1=261 O(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe TOP CHORD 1-2=-4063/2083, 2-3=-2964/1639, 3-19=-2810/1655, 4-19= 2; 5-20= 2552/1613, 5-6= 2305/1466, 6-7=-2305/1466, 7-8=-14; BOT CHORD 1-15=-2444/3822, 14-15=-2444/3822, 13-14=-2444/3822, 13- 12-21=-1466/2305, 11-12=-938/1478, 1122= 938/1478, 10-2 WEBS 2-15=0/408, 2-13=-1522/999, 4-13— 264/684, 5-13=-266/560, 7-12=-961/1504, 7-1 0=-1 898/1459, 8-10=-168912662 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-0-0, Exterior(2) 16-0- 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 nonconct 6) * This truss has been designed for a live load of 20.Opsf on the bottom chop fit between the bottom chord and any other members, with BCDL=15.Opsf. 7) WARNING: Required bearing size at joint(s) 9 greater than input bearing siz 8) Provide mechanical connection (by others) of truss to bearing plate capable joint 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 237lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. WEBS 1 Row at micipt 8-9, 2-13, 5-13, 5-12, 7-12, 7-10 2 Rows at 1/3 pts 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. I shown. 26/1670, 4-20=-2552/1613, 3/938, 8-9=-2474/1666 1= 1466/2305, =-938/1478 5-12= 959/834, o-.o0pNS A. 44 i No 3938Q.__� Isf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.19- to 35-1-0; lumber DOL=1.60 plate grip DOL=1.60 e � � -rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will withstanding 1655 lb uplift at joint 9 and 1336 lb uplift at the analysis and design of this truss. S E �41 N A` E�a%. Thomas A. Albani-PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MllokO connectors. This design Is based only upon paramefers shown, and Is for an Individual building component. not �° a truss system. Before use, The building designer must verity the applicability of design pa (ameTers 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340217 73195 B4 SPECIAL 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 20i 5 Mirsk inausrnes, ,nc, Thu mar o i i r:o<.oc co, o ravu I D:7QPecszFdotRumoewatlfLyMy1 I-VO DE8aWxet49fPkuRrVeH HcL7bXBvG_hXTbYLJzVROz 3-G-0 7-11-5 15-9-0 22-3-8 28-8-4 35-2-12 3�f 7-11-5 7-9-11 6-6-8 6.4-12 6-6-8 Scale = 1:82.1 3x6 = 7x 3 MT18HS i 3x6 = 3x4 11 46 = 3x4 = 5x10 = 7.00 12 5 6 7 8 24 9 5x14 WB i 23 34 v T m 22 1 21 O 2 d N 1 16 15 14 25 1312 26 11 27 10 0 3x4 I I 5x6 WB = 3x4 = 4x8 = 5x6 = 3x4 11 5x8 —_ 3x6 = Adequate Support Required -3-6-0 7-11-5 15-9-0 22-3-8 28-8-4 35-2-12 3-6-0 7-11-5 7-9-11 6-6-8 6-4-12 6-6-8 Plate Offsets (Y Y)-- f2:0-0-0 0-1-51 (4:0-2-8 0-3-01 15:0-4-8 0-2-01 i7:0-3-0 Edge], f9:Edge 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.44 14-16 >961 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.17 21 n/a n1a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.1514-16 >999 240 Weight: 253lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=2183/0-7-10, 1 =1 52/Mechanical, 21 =1 89410-3-8 Max Horz 2=1 034(LC 5) Max Uplift2= 1480(LC 4), 1= 114(LC 4), 21= 1532(LC 4) Max Grav2=2978(LC 9), 1=220(LC 9), 21=2564(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. WEBS 1 Row at midpt 3;14, 5-13, 6-13, 8-13, 8-11, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-4056/1958, 3-22= 4034/1991, 3-4=-2993/1588, 4-23=-21974/1604, 5-23= 2841/1622, 5-6=-2325/1441, 6-7=-232511441, 7-8=-2325/1441, 8-24=-14981920, 9-24=-1498/920 BOT CHORD 2-16=-2326/3798, 15-16=-2326/3798, 14-15=-2326/3798, 14-�5=-1559/2588, 13-25= 1559/2588, 12-13= 920/1498, 12-26=-920/1498, 11-261=-920/1498 WEBS 3-16=0/386, 3-14=-1437/944, 5-14— 452/1061, 5-13= 5281303 6-13= 5961636, 0��"! 8-13=-930/1476, 8-11=-1850/1383, 9-11=-1584/2573 % w� PS A. A �*IJ# NOTES ,e ��` •.• G E•1V S �� 10 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; 11=461t; Cat. II; Exp C; Encl., GCpi=0.18;�� ' .0 C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 15-9-0, Exterior(2) 15-9-0 to 30-9-0; Lumber DOL=1.60 plate grip DOL=1.60 4 NO 39380..-:.�� 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconc rrent 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 wZ ' fit between the bottom chord and any other members, with BCDL=15.Opsf.• _ E 6) Refer to girder(s) for truss to truss connections. , 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity'di L O Rilip•,• of bearing surface. 11 8) Provide mechanical 1 connection (by others) of truss to bearing plate capable of withstanding 1480 lb uplift at joint 2, 114 lb uplift at joint 1 �t 1S�Q N Ai ,,,�1` and 1532 lb uplift at joint 2 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Aibanl PE No.39380 MTek USA, Inc. FL Cert 6834 6904 Parke.East Blvd. Tampa FL.33610 Date: ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not 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. Additional Temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and pioperty damage. For general guidance regarding the MOW fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340216 73195 B5 SPECIAL 2 1 • Job Reference (optional) c oe e1 Chambers Truss, Fort Pierce, FL r•o""' t'�'�""'•"'^' uus ID:7QPecszFdotRumoewatlfLyMy1I1 VODE8aWxet49fPkuRrVeHHcMZbVlvGOhXTbYLJzVROz -3-6-0 83-3 11-11-0 15-9-0 22-1-12 28-6-8 35-2-12 3-fi-0 8-3-3 3-7.12 3-1 -0 6-4-12 6-4-12 6-8-4 Scale = 1:73.1 7x8 MT18HS I I 4x4 = 6x8 = Sx12 = 3x4 II 7.00 12 6 7 8 9 P8 10 3x8 i 6x8 WB i 5 22 4 3 15 = 5x12MT18HS= 14 13 12 5 4x5 = 5x6 W B = 3x4 3x1dI I 18 m r5 w m M 1 Verticals that are extended below a chord forming a "Leg Down" condition, _ 1 17 24 16 are not designed to resist lateral forces between the truss and the support. loxio = 3x4 II Additional design considerations (by others) are required to transfer a 5x6 = these forces to the appropriate lateral force resisting elements. Adequate Support Required (Typical for all applicable "Leg Down" trusses in this job) -3-6-0 8-3-3 15-8-8 22-1-12 25-0-14 28-6-8 35-2-12 3-6-0 8-33 7-5-5 6-5'-4 3-2-2 3-2-10 6-8-4 Plate Offsets (X Y)-- f2:0-1-9 0-1-91 f4:0-3-4 Edgel (6-0-2-0 0-3-81 f8:0-4-0 Edgel f15-0-3-12 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.23 15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.92 14-15 >456 240 MT18HS 2441190 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.75 18 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.44 14-15 >962 240 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 6-8,8-10: 2x6 SP No.2 end verticals, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-18, 9-14, 5-17 10-18,15-17: 2x4 SP M 30 2 Rows at 1/3 pts 15-17, 9-11 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 2=2254/0-7-10, 1=101/Mechanical, 18=1920/0-3-0 Max Harz 2=1027(LC 5) Max Uplift2— 1534(LC 4), 1=-63(LC 4), 18=-1546(LC 4) Max Grav2=3041(LC 9), 1=140(LC 9), 18=2379(LC 9) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 2-3— 3856/1934, 3-4= 4048/2310, 4-22=-4039/2324, 5-22=-3932/2324, 5-6=-7516/4628, 6-7=-6457/4045, 7-8=-5819/3787, 8-9= 5819/3787, 11-18= 2 79/1546, 10-11= 275/229 BOT CHORD 2-17=-2238/3595, 6-15= 1885/3195, 14-15=-3787/5819, 13-14=-2456/3726, 26 WEBS 3 173-962/784715-17=26, 13906/6240751 5=-1119/1769, 7-15=-47/752, 7-14=-958/782, `,0�epop,S� Ae►4 ��is 9-12=0l332, 9-11=-4181l2767, 9-14=-1525/2398, 5-17=-30091907 o,`% —X .--;GCE NS NOTES- o 1) Unbalanced roof live loads have been considered for this design. No 39380...ft 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 % C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 15-8-8, Exterior(2) 1i -8-8 to 30-8-8; 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. i E 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 = 15.0psf �-0 •0 R � ,�� 7) Refer to girder(s) for truss to truss connections. .< Sun" �� % 8) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify' capacity �j� �Q N of bearing surface. lr8/ it i I I0% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1534 lb uplift at joint2, 63 lb uplift at joint 1 Thomas A. AlbanhPE No.39360 and 1546 lb uplift at joint 18. C MiTek USA, Inc. FL ert 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 89Q4 Parke East Blvd. Tampa FL 33610 Date. April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Indicated Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTek• building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340219 73195 BA SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6-0-0 5x8 MT181-!S i r.640 s Sep 29 2015 Mi i ek indusli as, Inc..au-m .: age , ID:7QPecszFdotRumoewatlfLyMyi l-zamcMwXZPBC?HZJ5?Y0tgV9XZ_u1 ejMrm7L6tmzVROy 6x8 = 3-9-0 3-5-12 6x8 = 3x4 11 Scale = 1:68.6 6 7 5x12 = 7.00 12 3x5 i 2 1 44 O 14 13 12 19 11 10 20 9 21 22 8 3x4 11 5x8 MT18HS= 3x4 = 4x6 6x8 = 6x10 MT18HS = 4x5 = 4x10 11 3x8 = 6-0-0 12-0-0 20-0-0 28-" 35-2-12 6-0-0 6-0-0 18-M 8-0-0 7-2-12 Plate Offsets (X Y)-- f1:0-2-9 Edgel 11:0-0-0 0-0-131 f3:0-5-0 0-2-41 f4:0-3-8 0-3-0) (6:0-5-0 0-1-121 f9:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.5011-12 >839 240 MT18HS 244/190 BOLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.12 8 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 11-12 >999 240 Weight: 229lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing. 6-9: 2x4 SP M 30 WEBS 1 Row at midpt 7-8, 2-12, 4-12, 5-11, 5-9, 6-9 WEDGE 2 Rows at 1/3 pis 6-8 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=1930/0-3-0 (req. 0-3-2), 1=1930/0-7-10 Max Harz 1=881(LC 5) Max Uplift8=-1575(LC 4), 1=-1358(LC 4) Max Grav8=2674(LC 9), 1=2561(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4110/2199, 2-3= 3377/1922, 3-4= 2932/1814, 4-18= 3121/1895, 5-18=-3121/1895, 5-6=-2539/1405 BOT CHORD 1-14=-2561/3910,13-14=-2561/3910,12-13=-2561/3910,12- 9=-2069/3252, 11-19� 2069/3252, 10-1 1=-1242/2134,10-20=-1242/2134, 9-20_ 1242/2134, +1111111II 9-21=-5121 WEBS 2-12=-104388 696, 3-12= 391/961, 4-12_ 389/110, 4-11=-b/UltU9, 5-11=-1116/1509, �� \�`PcJ A. 5-9=-2838/1916, 6-9=-2016/3506, 6-8=-2542/1533 �.Z.�cENS�• .92� NOTES - Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1C NO 39380..- C-C Extefior(2) 0-0-0 to 27-0-0, Interior(1) 27-0-0 to 31-9-0, Exterior(2) 31-9-0 to 35-1-0; Lumber DOL=1.60 plate grip DOL=1.60 * •�� 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. -� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcdrrent 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" E y • • �� fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. ��j O R 1 �. • �.�� `�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1575 lb uplift at joint 8 and 1358 lb uplift at �i+ss+ ' • • �O joint 1. lP� 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I/I11111 Thomas A. Albanl'PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Type My Ply Harbor Ridge Lifestyle T8340220 73195 JTruss C MONO HIP 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3.6-0 7.00 /.640 a Sup 29 2015 tvi l— Oluusu us, inc. Mi may ..ao ca,v , ago , I D:7QPecszFdotRumoewatlfLyMyl I-ZamcM WXZPBC?HZJ5?YOtgV9cg_xOetxrm7L6tmzVROy 4-11-8 4-0-8 2-0-0 4x4 = 3x4 = 4 5 2x3 Scale = 1:41.2 7 6 1 5x8 i 3x8 = 3x6 I 0 Adequate Support Required :Ll 0 9-0-0 11-0-0 3-6-0 9-0-0 2-0-0 Plate Offsets X Y -- 2:0-1-13 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.09 7-10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.29 7-10 >446 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 7-10 >999 240 Weight: 73lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=126/Mechanical, 6=575/Mechanical, 2=909/0-7-10 Max Horz2=743(LC 4) Max Upliftl— 142(LC 4), 6=-643(LC 4), 2= 506(LC 4) Max Grav1=209(LC 9), 6=871(LC 9), 2=1206(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3— 782/312, 3-4= 340/92, 4-5=-276/173, 5-6= 936/623 BOT CHORD 2-7=-650/863 WEBS 3-7= 711/575, 4-7= 226/267, 5-7=-573/925 i shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except and verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pppsf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 Provide drainage to A 44 2) adequate prevent water ponding. 3) This truss has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. �� P` • ........ ' e-9 a lost 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord ,�� •. E NY, in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; ' �,� StC`�•• �� 00s fit between the bottom chord and any other members. o� •� s� No 39380..�: 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capableiof withstanding 142 lb uplift at joint 1, 643 lb uplift at joint Z and 506 lb uplift at joint 2. : -0 8) "Semi -rigid pitchbreaks including heeisx Member end flxity model was used in the analysis and design of this truss. ;�� • E a Rx- • SS"FO N R� E�; �``• 111111► Thomas A. Albans PE ND,39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: Anril 4.9016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component rot 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. 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 fabricaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340221 73195 C1 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep za 2015 Mi i eK mausrnes, h c i hu w.a. o v, v rage, P I D:7QPecszFdotRumoewatlfLyMy1 I-RmK?ZFYB9VKsvjtHYGX6MihnSOJIN DW _?n4f PCzVROx -3-6-0 5-6-0 11-0-0 3-6-0 5-6-0 5-6-0 Scale = 1:44.5 3x5 i 3x6 i 7.00 12 7 6 1 3x4 = 2x3 11 6x8 = 0 Adequate Support Required -3-6-0 56-0 11-0-0 3-6-0 5-6-0 5-6-0 Plate Offsets (X Y)-- 12:0-0-1 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 6 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.02 7-10 >999 240 Weight: 65lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=866/0-8-0, 6=582/0-3-8, 1=147/Mechanical Max Horz2=852(LC 4) Max Uplift2=-454(LC 4), 6=-659(LC 4), 1=-137(LC 4) Max Grav2=1134(LC 9), 6=976(LC 9), 1=230(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-791/149, 3-4= 621/162, 5-6=-332/278 BOT CHORD 2-7=-622/904, 6-7=-622/904 WEBS 4-7=0/293, 4-6=-1054/725 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) • This truss has been designed for a live load of 20.0psf on the bottom 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 cal and 137 lb uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. shown. !psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ,`,�'111111►!/0�� urrent with any other live loads. ` 1 in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; •.•'•.E e.9 Off, of withstanding 454 lb uplift at joint 2, 659 lb uplift at joint No 393 80..-;�� in the analysis and design of this truss. .(aJ� • _ E . CV 2 Thomas A. Allied PE No.39380 flAfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE Design valid for use only with MiTek® connectors. This design Is based only upon parameters PAGE M11-7473 rev. 1010312015 BEFORE USE. 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 Individual truss web 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904.Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexantlda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340222 73195 C2 MONO TRUSS 18 1 Job Reference (optional) RdR..L ! d„o..te� Inn Thu Rear 31 11:STAd 9MR Patin 1 Chambers Truss, Fort Pierce, FL ,...��a..ors••••,.•,.,,•• I D:7QPecszFdotRumoewatltLyMyl I-RmK?ZFYB9VKsvjtHYGX6MihofOl .................•..._...._..._._...._-.-.--._.-�-. mNCb_?n4fPCzVROx 5 6-0 11-0-0 5-6-0 5-6-0 Scale = 1:39.3 3 3x4 7.00 12 3x5 i 2 • 1 5 4 5x6 = 2x3 I 6x8 = 5-6-0 11-0-0 5-6-0 5-6-0 LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.38 DEFL. Vert(LL) in 0.05 (loc) I/defl 5-8 >999 Ud 240 PLATES GRIP MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.08 5-8 >999 180 BCLL 0.0 BCDL 15.0 Rep Stress Incr Code FBC2014/TPI2007 YES WB 0.86 (Matrix-M) Horz(TL) 0.01 4 n/a n/a Weight: 59 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=597/0-8-0, 4=597/0-3-8 Max Horz 1=646(LC 4) Max Upliftl=-273(LC 4), 4=-679(LC 4) Max Gravl=756(LC 9), 4=1002(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2— 821/210, 3-4— 328/275 BOT CHORD 1-5=-668/969, 4-5=-668/969 WEBS 2-5=-14/311, 2-4=-1133/782 shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. Ii; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 wil fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 679 lb uplift at joint 4. 1 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %00I1111111//'ll,I'tI +` ,NPS A. ql 0 v�G E•N SNo 3938 �ceg2i�� i r r E : J A� Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �" a truss system. Before use, The building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340223 73195 C3 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i.oqu s ONZu zu ro mi rek mdu ifiu , I—�a� 52- age I D:7QPecszFdotRumoewatlfLyMyl I-vzuNnbZpwoSjW tST6z2LvwEzPoe?6fr8DRgDxezVROw 5-6-0 11-0-0 5-6-0 5-6-0 Scale = 1:39.3 3 3x4 7.00 F12 3x5 i 2 1 d 5 4 5x6 = 2x3 I I 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.05 5-8 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.08 5-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 Code FBC2014TrPI2007 (Matrix-M) Weight: 59 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=597/Mechanical, 4=597/Mechanical Max Harz 1=646(LC 4) Max Upliftl= 273(LC 4), 4=-679(LC 4) Max Grav1=756(LC 9), 4=1002(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2=-821/210, 3-4=-328/275 BOT CHORD 1-5=-668/969, 4-5=-666/969 WEBS 2-5= 14/311, 2-4= 1133/782 shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 In 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 273 lb uplift at joint 1 and 679 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `eo�Ps Abe �•,. .'9 'vee'��•.\'�G E Na .•�i, �� • No 39380... r; • ti E <•0 R I p•��,,. I N A` `�,,�ee Thomas A. Albanl PE No.39380 Mfrek USA, Inc. R. Cert 66M 6904 Parke East Blvd. Tampa R. 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mil EK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Addiflonal temporary and permanent bracing NiiTek° prevent Is always required for stability and To prevent collapse with possible personal Injury and prdperty damage. For general guidance regarding the fabricallom storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandila, VA 22314. 1 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340224 73195 D SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep ea 20i5 Mi i ek mausmes, mc. i nu ma, o, 11. c aye P I D:7QPecszFdotRumoewatltLyMy1 I-vzuNnbZpwoSj W tST6z2LvwExpobu6eW BD RgDxezVROw 4-2-0 7-2-0 -5-1 13-10-8 19-3-2 23-11-0 30-3-12 36-8-8 43-4-12 4-0-0 -3-1 5-4-11 5-4-11 4-7-14 6-4-12 6-4-12 6-8-4 Scale = 1:79.8 3x4 = 5x6 = 3x4 = 3x6 = 4x6 = 8 27 9 10 11 28 12 3x6 = 5x6 = 3x4 I I 5x8 7.00 F12 4 5 6 3x4 II 4x4 i 3 2 1 22 29 21 20 19 1E 17 30 16 15 31 14 32 13 3x4 3x6 I I 5x6 WB = 3x4 11 3x8 = 3x4 = 4x6 = 5x8 MT18HS 11 3x8 I I 5x10 = 4x6 = 3-6-0 2- 8-5-13 13-10-823-11-0 3o-3-12 36-8-8 43-4-12 51-11 5-4-11 4-7-14 6-4-12 6-4-12 6-8-4 Plate Offsets (X Y)-- rl:0-2-8 0-1-41 (4:0-3-0 0-1-12j (7:0-5-4 0-2-8j (8:0-4-0 0'-2-41 f13:0-3-8 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.10 15-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.38 15-17 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.09 13 n/a n/a BCDL 15.0 Code FBC2014TFP12007 (Matrix-M) Wind(LL) 0.17 17-18 >999 240 Weight: 277lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. 12-13: 2x4 SP M 30 WEBS 1 Row at midpt 12-13, 5-21, 5-20, 7-20, 7-17, 11-14, 9-17, OTHERS 2x4 SP No.3 11-15, 12-14 SLIDER Left 2x6 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1866/0-3-0, 22=544/1-4-0, 21=2348/0-7-10 Max Horz22=662(LC 5) Max Upliftl3=-1504(LC 5), 22=-835(LC 5), 21=-1704(LC 4) Max Gravl3=2413(LC 9), 22=860(LC 9), 21=2795(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/47012-3=-490/480, 3-4=-162/312, 4-5= 88/259, 5-6=- 069/1292, 6-7=-2069/1292, 7-8— 3190/1878, 8-27=-2790/1735, 9-27=-2790/1735, 9-10= 2666/1683, 10-11=-2666/1683, 11-28— 1775/1113, 12-28=-1775/1113, 12-13=-2259/1516 BOT CHORD 1-22=-394/491, 22-29=-259/169, 21-29=-259/169, 20-21=-259/169, 19-20=-2318/3715, `%J111111I5 18-19= 2318/3715, 17-18=-2319/3711, 17-30_ 1683/2666, 16-30= 1683/2666, o% �% 15-16— 1683/2666, 15-31=-1113/1775, 14-31= 1113/1775 ,�, o A.5 A. WEBS 3-22=-705/632, 5-21=-2544/1738, 6-20=-498/541, 5-20=-1837/2944, 7-20_ 1975/1082, ,�� O .•:G E N •••' .y�f"i� 7-17=-1320/834, 8-17=-493/978, 9-15=-756/702, 11-14=-1688/1301, 9-17= 81/289, :a � : •'%,\ S�'•, v, �.0� 11 -1 5=-875/1367, 12-14= 1669/2656 No 39380. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ C=C Extedor(2) 0-0-0 to 19-3-2, Interior(1) 19-3-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.(m .Q plate grip DOL=1.60 i • •�L 2) Provide adequate drainage to prevent water ponding. 0 - 1 E 3) All plates are MT20 plates unless otherwise indicated. 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� s +,• •Q R 1 G ,`� 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 �i� s+ • ' •' �\ fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1504 lb uplift at joint 13, 835 lb uplift at joint �/►)111111��, 22 and 1704 lb uplift at joint 21. 1 Thomas A. Albanl PE No.39380 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in ;the analysis and design of this truss. MITek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify 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 MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340225 73195 D1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 mi i eK mausnies, Inc. Thum l i rage , I D:7QPecszFdotRumoewatlfLyMyl 1-09SI_xZRh6aa611 gghaaS7n5cCyfr5rHS5Zm U5zVROv 4-2-0 4-4-0 ' 6-0-9 6-0-9 3-3-14 6-4-12 ' 5x8 3x4 11 7 26 8 5x8 = 3x4 IN-NIV 7.00 12 4 5 3x4 11 4x4 i 3 2 1 K -/, 144�. to 0 21 28 20 19 18 17 16 29 15 14 3x4 I 3x6 11 4x6 = 3x4 it 3x4 = 3x10 = 3x8 6x8 = 4x6 = 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.10 14-16 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.38 14-16 >999 240 BCLL 0.0 ' Rep Stress incr YES WB 0.94 Horz(TL) 0.08 12 n/a n/a BCDL 15.0. 5.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.16 16-17 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 11-12: 2x4 SP M 30 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 12=1853/0-3-0, 21=530/1-4-0, 20=2375/0-7-10 Max Horz 21 =662(LC 5) Max Uplift12— 1496(LC 5), 21=-857(LC 5), 20= 1697(LC 4) Max Grav12=2379(LC 9), 21=895(LC 9), 20=2798(LC 9) 6-8-4 Scale = 1:79.8 3x4 = 4x6 = 4x6 = 9 10 27 11 13 31 12 4x6 = 5x8 MT18HS I I PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 282 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 1 Row at micipt 11-12, 4-20, 4-19, 6-19, 7-14, 10-14, 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whey) shown. TOP CHORD 1-2= 291/476, 2-3=-488/47613-4= 148/392, 4-5= 1970/1312, 5i 6=-197011312, 6-7=-3128/1927, 7-26=-2607/1697, 8-26=-2607/1697, 8-9=-2607/1697, 9-10= 2607/1697, 10-27=-1745/1120, 11-27= 1745/1120, 11-12=-2225/1508 BOT CHORD 1-21=-388/487, 21-28=-265/178, 20-28=-265/178, 19-20— 3231125, 18-19=-2156/3330, 'j1111f�� 17-18=-2156/3330, 16-17=-2157/3327, 16-29— 1754/2739, 15-29_ 1754/2739, , A. WEBS 3-21 5-7375659, 4 2042 43/11 34/14- 9118 0/28 8, 5 19=-63I/662, 6-19— 1684/934, ```,Z`O\'t•p,Ci E..N 6-16=-1147f780, 7-16=-636/1204, 8-14= 619/645, 10-14=-886/1323, 10-13=-1652/1308, �� ; •�,� S�C`••,�j �s 11-13=-1678/2610 No 3. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.20sf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1$ C-C Extedor(2) 0-0-0 to 20-7-2, Interior(1) 20-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.0 plate grip DOL=1.60 E 2) Provide adequate drainage to prevent water ponding. i (V 3) All plates are MT20 plates unless otherwise indicated. 40s 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.®B� •'•,• Q R 1 •. C,� ,� 5) • This truss has been designed for a live load of 20.0psf on the bottom chord tin all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i� ss ' • �� 6) (it between the cal connection (by others) of truss to beaom chord and any other members, lrinng plate capable of withstanding 1496 lb uplift at joint 12, 857 lb uplift at joint oi��'e� N �% Provide mechanical 11111 21 and 1697 lb uplift at joint 20. i Thomas A. Albani PE No.39380 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid 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 must vedty 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T6340226 73195 D2 SPECIAL 1 1 1 Job Reference (options]) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 Musk Industries, Inc. Thu Mar 31 11:52:37 2016 Page 1 I D:7QPecszFdotRumoewatlfLyMyl I-sLO7CHa3SPiRmAcsEO5p_LJ FRcG2aY_QhkJJOXzVROu 2-0 4-3-13 2-0-3 6-0-9 6-04 1-3-14 6-10-5 6-10-5 7-1-13 ' Scale = 1:82.5 5x8 MT18HS = 3x4 11 5x8 = 3x8 = 3x6 = 5x6 = 3x4 11 5x6 = 8 27 9 10 11 P8 12 7.00 F12 5x6 i 5 6 7 3x4 11 4x4 i 2 11� 0 22 29 21 20 30 19 18 1 32 17 33 16 15 34 14 35 13 3x8 11 3x4 11 3x6 11 5x6 = 3x6 = 5x8 = 3x8 = 4x6 = 3x4 1 6x8 = 5x8 MT18HS I I 3-6.0 4 2 8-5-13 10-6-0 16-6-9 23- 1-0 30-9-5 37-7-9 44-9-6 3-6-043-13 2-03 6-0.9 7- -7 6-10-5 6-10-5 7-1-13 Plate Offsets (X Y)-- f1'0-2-8 0-1-41 I5:0-6-0 0-2-41 f8'0-5-8 0-2-01 I13:0-3-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.13 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.44 17-18 >982 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrz(TL) 0.09 13 n/a n/a BCDL 15.o Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.17 17 >999 240 Weight: 303lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-0-15 oc bracing. 12-13: 2x4 SP M 30 WEBS 1 Row at midpt 12-13, 4-21, 5-20, 5-18, 7-18, 9-17, 9-14, SLIDER Left 2x6 SP No.2 2-6-0 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 13=1944/0-3-0, 22=544/1-4-0, 21=2422/0-7-10 Max Horz22=662(LC 5) Max Upliftl 3=-1 549(LC 5), 22=-856(LC 5), 21=-1758(LC 4) Max Grav 13=2501(LC 9), 22=887(LC 9), 21=3033(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 270/467, 2-3= 481/466, 3-4=-143/377, 4-5=-862/593, 5-61-2347/1577, 6-7=-2347/1577, 7-8=-3415/2178, 8-27=-3022/1955, 9-27=-3022/1955, 9-10=-1955/1255, 10-11= 1955/1255, 11-28=-1955/1255, 12-28=-1955/1255, 12-1I3= 2334/1561 BOT CHORD 1-22= 380/481, 22-29=-254/186, 21-29=-254/186, 20-21=-254/I186, 20-30=-5881725, 19-30= 588/725, 18-19=-588/725, 18-31=-2117/3226, 31-32=-2117/3226, 40 feI 2=-2/2952, 14-34=-1906/2952117, 16-33=-1906/2952, 15-i 6= 1906/2952 15-3, ,``��O�PS• A'� q��' WEBS 3-22= 721/652, 4-21= = 2813/1771, 4-20=-1213/1990, 5-201737/1169, 5-18=-1564/2485, �� •'�G E 6-18=-662/674, 7-18=-1240/713, 7-17=-1062/817, 8-17=-700/1264, 9-15=0/392, 9-14=-1471/961, 11-14=-695/722, 12-14=-1812/2816 NO 39380.:-- 0 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1m -10 C-C Exterior(2) 0-0-0 to 22-7-2, Interior(1) 22-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.6U plate grip DOL=1.60 1 0 E 2) Provide adequate drainage to prevent water ponding. 1 *ice 3) All plates are MT20 plates unless otherwise indicated. �j S • 0 R 1 'D• 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i� S •' 5) This truss n the bottom chord and r a live to d of 20 spwith the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �i�� ;ON A� fitn14'�a, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1549 lb uplift at joint 13, 856 lb uplift at joint Thomas A. Albani PE No.39380 22 and 1758 lb uplift at joint 21. ' MiTek USA, Inc. FL Cert 6634 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used 16 the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL33610 Date. April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340227 73195 D3 SPECIAL 1 1 Job Reference optional) .. i.... 1{ %?! , 3! 11:52:36 2016 Pane 1 Chambers Truss, Fort Pierce, FL 4-2-0 ' 4-3-13 4-0-3 6-0-9 5x8 = 5 7.00 12 4x5 4x4 i 2 3 5x12 = I D:7QPecszFdotRumoewatlf LyMy11-KYaVPdbhDjq I NKB2n5c2XYs01?biJ_faw02tYzzVROt 6-0-0 5x8 MT18HS = 4-4-8 5-5-4 ' Scale = 1:85.9 10 \1 5x8 = 12 111 11 0 21 26 20 19 18 27 17 28 16 29 15 30 14 31 13 3x6 II 4x5 = 3x6 = 5x8 — 5x10 = 6x10 MT18HS = 3x8 11 3: 0 4 2- 8-5-13 12-6-0 18-6-9 24-7-2 30-7-2 34-11-10 39-4-2 44-9-6 3-6-0 0-8 4_3_ 3 4-0-3 6-0-9 6-0-9 6-0-0 4-4-8 4-0-8 5-5.4 Plate Offsets (X Y)-- f1:0-2-8 0-1-41 15:0-6-0 0-2-41 f8:0-5-8 0-2-01 111:0-2-8 0'r2-Oj (15:0-5-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.67 Vert(LL) -0.11 14-15 >999 : 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(fL) -0.41 14-15 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.13 16 >999 240 Weight: 340lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 4-20, 5-19, 5-17, 7-17, 7-15, 9-15, 9-11, 11-15 2 Rows at 1/3 pus 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1946/0-3-0 (req. 0-3-3), 21=561/1-4-0, 20=2403/0.7-10 Max Horz 21 =1 345(LC 5) Max Upliftl3=-1739(LC 5), 21=-850(LC 4), 20=-1532(LC 4) Max Grav 13=2721(LC 9), 21=896(LC 9), 20=3057(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when' shown. TOP CHORD 1-2=-258/456, 2-3=-480/458, 3-4= 150/367, 4-5=-1424/795, 5-6=-2370/1356, - 6-7=-2370/1356, 7-8=-2303/1116, 8-9=-2011/1122, 11-14=0/4�3, 12-13=253/257 BOT CHORD 1-21=-375/482, 21-26=-863/772, 20-26=-863/772, 19-20=-863/ 2, 19-27=-1359/1615, 16 29= 2062/3305, 15-29=-2062/3305, 15-30=-108311759, 14-30=-1083/1759, 14-311099/1767, 13-31— 1099/1767 ��`� ' G ENS • e-9 �i� — WEBS 3-21=-707/636, 4-20=-2867/1577, 4-19=-935/1920, 5-19= 1320f775, 5-17= 959/1919, `�� ; •�� F••.�j �� 6-17=-610/644, 7-17= 858/265, 7-16=0/355, 7-15=-1767/1070,18-15=-143/525, i 9-15=-576/1213, 9-11 =-2302/1465,11-13=-2973/1844 + No 3938.. NOTES- 1) Unbalanced roof live loads have been considered for this design.•- 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opst; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1 C-C Exterior(2) 0-0-0 to 24-7-2, Interior(1) 24-7-2 to 30-7-2, Exterior(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left r �- E • • �� exposed; Lumber DOL=1.60 plate grip DOL=1.60 e ` ��j • 3) Provide adequate drainage to prevent water ponding. All MT20 indicated. O R kV..' G`,��, s/ 4) plates are plates unless otherwise 11 A11 6) Thisll ltru s has been deates are 3x4 MT2signed fora 00 psf bunless ose ttom chord live load nonconcurrent with any other live loads. cated,��®� 7) ' This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Thomas A. Albani PE No.39380 fit between the bottom chord and any other members, with BCDL = 15.Opsf. Mffek USA, Inc. FL Cert 6634 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable If withstanding 1739 lb uplift at joint 13, 850 lb uplift at joint Date: 21 and 1532 lb uplift at joint 20. April 4,2016 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO 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 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340227 73195 D3 SPECIAL 1 1 Job Reference (optional) Chambers I rnss, f-or Meroe, FL onP 414V I U noH on.. ..'. m.,'. .. .1 . . .eon I D:7QPecszFdotRumoewatlfLyMyl I-KYaV PdbhDjgl NKB2n5c2XYsO17biJ_fawO2tYzzVROt Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 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 {ViiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340228 73195 D4 SPECIAL 1 1 Job Reference (optional) cnamoers truss, ron rierce, rL I D:7QPecszFdotRumoewatlfLyMy11-KYaVPdbhDjgl NKB2n5c2XYs RH?cdJ_oaw02tYzzVROt 8-5-13 14-6-0 20-6-9 26-7-2 30-7-2 34-11-10 39-4-2 44-9-6 4-3-13 6-0-3 6-0-9 6-0-9 4-0-0 4-4-8 4-4, 5-5-4 5x6 = Scale = 1:83.9 5x8 MT18HS = 5x12 = 7.00 12 6 7 4x5 i 3x6 i 5 4 4x4 i 2 3 1 0 22 27 21 3x8 I 3x6 11 20 19 28 78 29 3x6 = 4x8 = 4x4 = 9 10 11 17 30 16 5x10 = 31 15 5x8 = 13 32 14 6xl0 MT18HS = Plate Offsets X Y - 1:0-5-1 0-1-4 6:0-5-8,0-2-0 9:0-3-0 0-1-12 12:0-2-8 0-2-0 16:0-5-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.11 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.41 15-16 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.12 17-18 >999 240 Weight: 350lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at micipt 5-21, 5-20, 6-20, 6-18, 7-18, 8-18, 8-16, 10-16, 10-12, 12-16 2 Rows at 1/3 pis 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1941/0-3-0 (req. 0-3-3), 22=523/1-4-0, 21=2445/0'-7-10 Max Horz 22=1 345(LC 5) Max Upiiftl4=-1728(LC 5), 22=-804(LC 4), 21=-1591(LC 4) Max Gravl4=2697(LC 9), 22=832(LC 9), 21=3142(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-245/438, 2-3=-483/464, 3-4=-185/356, 4-5=-168/389, 5-6i-1756/967, 6-7=-2302/1373, 7-8=-2302/1373, 8-9= 2261/1186, 9-10=-1970/1110, 12-15=0/459, 13-14= 253/257 1 1r,111111111 BOT CHORD 1-22— 387/491, 22-27=-854f759, 21-27=-854/759, 20-21= 854n59, 19-20=-1465/1842, ♦�♦� A�,J® 17-30=-1865/2872, 16-30=-1865/2872, 16-39=-1075/1 i43, 15-39=-1075/1 g43; ��°♦,OOPS4 • • • �e 15-32=-1091/1751, 14-32=-1091/1751 v�l�••.,�G E NSF.;9/yi�� WEBS 3-22= 636l575, 5-21=-2923/1651, 5-20= 882/1862, 6-20=-990/620, 6-18=-723/1449, •i 7-18=-615/643, 8-18=-449/55, 8-17=0/282, 8-16= 1671/1067, 9-16— 277/663, NO 39380. —1, 10-16— 536/1152, 10-12=-2278/1463, 12-14= 2946/1830 NOTES- : -b 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Cpsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; E • • (� C-C Exterior(2) 0-0-0 to 26-7-2, Interior(1) 26-7-2 to 30-7-2, Exterior(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left ♦ _ �� exposed; Lumber DOL=1.60 plate grip DOL=1.60 j R 1 0. • �� e,� 3) Provide adequate drainage to prevent water ponding. �� is "' 4) All plates are MT20 plates unless 5) All plates are 3 4MT20 unless otherwise otherwise ind cated. 1111111 N Al 1A��♦♦° 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A. Atbanl PE No.39380 7) ' 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 MITek USA, Inc. FL Cert 6634 fit between the bottom chord and any other members, with BCDL = 15.0psf. 8904 Park© East Blvd. Tampa FL 33610 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1728 lb uplift at joint 14, 804 lb uplift at joint ADrjl 42016 zz ana I as i ro upim at joint z I. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312,.Alexandrta, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340228 73195 D4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used � r.oyv s oep <a <u w rvu i nn muuauroa, mu. i uu mot � i i i.��:w �., � � , Pyo I D:7QPecszFdotRumoewatlfLyMy11-KYaVPdbhDjq I NKB2n5c2XYs RH?cdJ_oawO2tYzzVROt i the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 101031201E BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a truss system. Before use, the building designer must verify 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, se0ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Py Harbor Ridge Lifestyle T8340229 73195 D5 SPECIAL 1 1 1 Job Reference (optional) 4-2-0 3x4 I 4x4 i 28 3 1 N 0 23 30 3x8 I I 3x4 I I S 8-0-3 7x8 MT18HS i 7.00 12 6 29 3X6 i 4x5 i 5 4 22 31 21 20 32 3X6 11 3x6 = 410 = I D:7QPecszFdotRumoewatlfLyMy1 I-ok8uczcK_l z9? UmFLp7H3mPW MPzT2Shj82oQ4PzVROs 6-0-9 2-0-0 ' 4-4-8 14-4-8 15-5-4 5X6 = 3x4 = 3x4 I 4x4 = 6x8 = 9 10 11 7 �I 6X8= 313iI Scale = 1:86.0 19 33 1835 3`117 36 16 15 37 14 3x4 = 4x5 = 4x6 = 3X8 = 3x4 II 6x10 MT18HS = Plate Offsets MY)— 1:0-4-13 0-1-8 6:0-5-12 0-3-4 8:0-2-4 0-4-0 9:0-3-0 tl-1-12 12:0-2-12 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.10 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.30 18-19 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.93 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.12 18-19 >999 240 Weight: 368 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-22, 4-20, 7-20, 8-19, 8-18, 9-18, 9-16, WEBS 2x4 SP No.3 10-16, 10-12, 12-16 SLIDER Left 2x6 SP No.2 2-6-0 2 Rows at 1/3 pts 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1932/0-3-0 (req. 0-3-2), 23=447/1-4-0, 22=2531/01'7-10 Max Horz 23=1330(LC 5) Max Upliftl4=-1716(LC 5), 23=-724(LC 4), 22=-1670(LC 4) Max Grav 14=2624(LC 9), 23=697(LC 9), 22=3364(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-240/419, 2-28=-213/421, 2-3= 496/492, 3-4=-244/435, 4r5=-1942/1018, 5-29=-1791/1033, 6-29=-1713/1049, 6-7=-1680/1085, 7-8=-220I7/1346, 8-9=-2579/1475, 9-10= 1548/875, 13-14=-252/257 BOT CHORD 1-23=-420/511, 23-30= 8537730, 22-30=-853/730, 22-31=-853/730, 21-31= 8531730,20-21=- 33-34=-i649/2480531730, 018?34 75649/2480, 18?35=-14 4/2138917 35 —14424/21038, ��,,Q`' P.S•'/y'. A4CJ,,OI 17 36=-1444/2136, 16-36= 1444/2138, 15-16= 1068/1662, 15-37= 1083/1679, ��,r\`T ,•�\Cr E N Sliz.. 14-37=-1083/1679 WEBS 3-23=-525/481, 4-22_ 3020/1740, 4-20=-834/1835, 6-20=0/280, 7-20= 1048/516, No 39380 7-19=0/456, 8-18=-1611/1198, 9-18=-1169/1974, 9-16= 1061/720, 10-16=-451/104, * t 10-12= 2242/1396, 12-14— 2820/1818 i NOTES- 1) Unbalanced roof live loads have been considered for this design. i E r �V 2 Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; •� C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-6-0, Exterior(2) 16-6-0 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left �' Q�••' ��, exposed; Lumber DOL=1.60 plate grip DOL=1.60 �j� kq R 3) Provide 4) All plates are MT20 plates uquate drainage tnlesrs otherwisnt e indicated. ��,"I if l l �% 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 ThomasA. Alban) PE No.39380 fit between the bottom chord and any other members, with BCDL = 15.Opsf. I Mffek USA, Inc. FL Cert 6634 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing site. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1716 lb uplift at joint 14, 724 lb uplift at joint Date: 23 and 1670 lb uplift at joint 22. April 4,2016 e on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvidual 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. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340229 73195 D5 SPECIAL 1 1 Job Reference (optional) c o�,.e o Chambers I fuss, Fort riarce, rL I D:7QPecszFdotRumoewatlfLyMy1 I-o1<8uczcK_1 z9?UmFLp7H3m PW M PzT2Shj82oQ4PzVROs I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekm connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340230 73195 06 SPECIAL 5 1 Job Reference (optional) c oe..e i Chambers Truss, Fort Pierce, FL 7.640.3rN"2""•" an r. List "' "' List ID:7QPecszFdotRumoewatlfLyMylI-GwhGgJdyIK50d LFv eWczxlcpJsnvWtNiX_dszVROr 4-2-0 8-5-13 13-5-15 18-6-0 25-7-2 32-6-8 3 i -2 44-9T 4-2-0 4-3-13 5-0-1 5-0-1 7-1-2 6-11 6 6-9-10 5-5-4 Scale = 1:87.5 6x8 = 7.00 12 3x6 =3x10 = 7 30 8 9 10 31 11 - 3x5 i 3x6 i 29 "'\N/ 6 5x8 = 13 5 4x5 i 0 4 I/ , 28 v 4x4 i 2 3 1 N to 0 23 32 22 21 20 33 19 34 18 35 17 16 36 15 37 14 3x6 II 3x6 = 3x8 = 3x6 = 6x10 MT18HS = 3x8 I 4x5 = 3-fi-0 4-2 8-5-13 13-5-15 18-6-0 25-7-2 32-6-8 39-4-2 44-9-6 3-6-043-13 5-0-1 5-0-1 7-1-2 6-11-6 6-9-10 5-5-4 Plate Offsets (X Y)-- fl:0-5-1 0-1-41 l7'0-6-0 0-2-41 f12'0-2-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.09 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.26 18-19 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 18 >999 240 Weight: 345lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 ac purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 4-22, 6-21, 7-19, 7-18, 8-18, 10-18, 10-16, 10-12 2 Rows at 1/3 pis 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1946/0-3-0 (req. 0-3-3), 23=566/1-4-0, 22=2397/0-7-10 Max Horz 23=1312(LC 5) Max Upiiftl4=-1780(LC 5), 23_ 848(LC 4), 22=-1493(LC 4) Max Grav 14=2678(LC 9), 23=901(LC 9), 22=3152(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whein shown. TOP CHORD 1-2= 249/445, 2-28=-475/367, 3-28=-466/448, 3-4=-150/359, 4-5=-1658/859, 5-6=-1499/870, 6-29=-2145/1218, 7-29= 2049/1237, 7-30= 2151/1333, 8-30= 2151/1333, 8-9- 2151/1333, 9-10=-2151/1333, 12-15=0/374, 11-12=-261{263, 13-14=-254/259 BOT CHORD 1-23=-366/478, 23-32=-884/778, 22-32=-8847778, 21-22=-884/778, 20-33=-1479/1833, 19-33=-1479/1833, 19-34=-1497/2055, 18-34=-1497/2055, 20-21= 1479/1833, i , p PS A' q4 'e-j 18-35=-1411/2054, 17-35=-1411/2054, 16-17=-1411/2054, 16-36= 1112/1712, `♦� `%♦ �.0 •• G E N S • e,9 •\ 15-36=-1112/1712, 15-37=-1128/1726, 14-37=-1128/1726 ♦♦ ; �••.?j �j, WEBS 3-23=-705/625, 4-22=-2943/1548, 4-21=-886/1996, 6-21=-1294/684, 6-19= 72/638, 7-19=-325/96, 7-18=-2841725, 8-18=-683l715, 10-18=-502/58;5, 10-16=-154/390, NO 39380, .__�. 10-12=-2229/1427, 12-16= 478/512, 12-14=-2902/1894 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.1� Interior(1) 39-2-6 to 44-7-10; cantilever left Z. E • • . s) C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 18-6-0, Exterior(2) 18-6-0 to 33-6-0, • �1 exposed; Lumber DOL=1.60 plate grip DOL=1.60 drainage to water ,,(� �j ``S • O R 1 �. G� ♦1♦ ��j s • •'List' • 3) Provide adequate prevent ponding. '�y d0 N Al ♦ E 4) All plates are 2plates lind ��+ 5) All plates are 3 4MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A. Albanl PE No.39380 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will MITek USA, Inc. FL Cert 6634 fit between the bottom chord and any other members, with BCDL = 15.0psfi 6904 Parke East Blvd. Tampa FL 33610 8) WARNING: Required bearing size at joint(s) 14 greater than Input bearing size. Date; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1780 lb uplift at joint 14, 848 lb uplift at joint April 4,2016 23 and 1493 Ih nnlift at joint 22 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340230 73195 D6 SPECIAL 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used r.-s aep<o<v 1u noto muua 1., a-. ag I D:7Q PecszFdotRumoewatlfLyMyi I-GwhGgJdyIK50deLRvW eWczxlcpJsnvW tNiX_dszVROr IT the analysis and design of this truss. ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. r� Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. Bracing Indicated prevent of is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexaridrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340231 73195 D7 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovu s asp ze zv 10 Will eR muusuies, u- as I D:7QPecszFdotRumoewatlfLyMyl I-k7Fel fdaW eDtEowdTE919BUuSDc7W N POcMHX91zVROq 4-2-0 8-5-13 13-5-15 18-6-0 27-3-11 35-11-11 44-9-6 4-2-0 4-3-13 5-0-1 8-9-11 8-7-15 8-9-1i Scale = 1:89.4 5x8 MT18HS i 7.00 12 6X8 = 4x6 = 6x8 = 5x8 = 7 8 26 9 10 27 11 4x5 i 3X4 I I 4x4 i 2 3 1 N 0 20 28 19 3x8 3X4 11 3x6 11 3x5 i 3x6 i 25 18 17 29 16 3x6 = 3x8 4x5 = 30 15 14 31 13 32 12 3X4 = 4x6 = 5x6 = 5x6 I I Plate Offsets (X Y)-- (1.0-4-13 0-1-8j (7-0-5-0 0-2-41 f8-0-3-8 0-3-01 19:0-3-0 Edgel f10.0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.47 15-16 >930 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.05 12 n/a n/a BCDL 15.0 Code FBC2014frP12007 (Matrix-M) Wind(LL) 0.10 15 >999 240 Weight: 329lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-12: 2x6 SP No.2, 8-16,10-15,11-13: 2x4 SP M 30 WEBS 1 Row at midpt 4-19, 6-18, 8-16, 8-15, 10-15 SLIDER Left 2x6 SP No.2 2-6-0 2 Rows at 113 pis 11-12, 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12=1941/0-3-0 (req. 0-3-3), 20=556/1-4-0, 19=2404/0-7-10 Max Horz20=1035(LC 5) Max Upliftl2= 1679(LC 5), 20=-557(LC 5), 19— 1483(LC 4) Max Grav 1 2=2688(LC 9), 20=933(LC 9), 19=3217(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when 66211047, 5-6 shown. TOP CHORD 1-2=-296/194, 2-3=-196/490, 3-4=0/367, 4-5=-1 6-25=-2177/1385, 7-25=-2086/1405, 7-8— 1888/1325, 8-26=-2257/1512, -1503/1058, 9-26=-2257/1512, 9-10=-2257/1512, 10-27=-1635/1059, 11-27= 1635/1059, 11 -12=-2469/1697 BOT CHORD 1-20= 399/267, 20-28= 769/461, 19-28=-.769/461, 18-19= 7691461, 1511-30— 17-18=-1292/1625, 1512/2257, 0111111►rie 17-29=-1292/1625, 16-29= 1292/1625, 16-30=-1512/2257, 0�� 44e9 P� WEBS 3 201-712/54/364--19 43005% 506, 4-318=1-824/2044596-18 5134I9/642, 6-16=-61/664, ♦�� 7-16= 155/375, 8-16=-716/308, 8-15=-418/646, 10-15=-747/1026, 10-13=-1661/1436, �•`,,,Z.� E N �v SF�•.2j ♦, ,� ; 11-13=-1725/2652 : No 39380. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.1$ C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 18-6-0, Exterior(2) 18-6 O to 39-8-9; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. E 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 �O R 1 �.•� G��` will ♦ ,,,�S1O1111111��,,,` fit he bottom chord and any other members, vthaith n input bearing t 7) WARNING Required bearing size at joint(s) 12 greater size. 8) Provide mechanical connection (by others) of truss to bearing plate capable'of withstanding 1679 lb uplift at joint 12, 557 lb uplift at joint Thomas A. Alban, PE No.39380 20 and 1483 lb uplift at joint 19. MITek USA, Inc. FL Cert 6634 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only wlfh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabricatlon, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexanI dria VA 22314. Tampa, FL 33610 � Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340232 73195 D8 MONO HIP 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-11-13 5-0-1 5-0-1 5x8 MT181-!S i 7.00 F12 5 3x5 i 3x6 i 4 3 4x5 i /.640 s Sep 29 205 MI I eK inauslnes, inc. Thu Mar 31 I :52.42 2016 rays i I D:7QPecszFdotRumoewatlf LyMyl l-CJpOF_eCHyLksyVpOxg_hOl3FdyLFotAg004hkzVROp ?3-9-11 32-5-11 i 41-3-6 8-9-11 8-7-15 8-9-11 Scale = 1:82.6 6x8 = 4x6 = 6x8 = 5x8 = 6 19 7 8 20 9 4x6 i 1 18 17 16 21 15 14 22 13 12 23 11 24 10 3x4 II 6x8 = 4x4 = 3x6 = 3x4 = 4x6 = 5x6 = 5x6 11 3x8 = 4-1113 9-11-15 15-0-0 23-9-11 32-5-11 41-3-6 1 41-0 0- 3 5-0-1 5-0-1 I 8-9-11 8.7-15 8-9-11 Plate Offsets (X Y)-- 15:0-4-5 0-2-01 16:0-3-8 0-3-01 17:0-3-0 Edge], 18:0-3-8 0-3-01 (17:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 10-11 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.47 13-14 >930 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.05 10 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.10 13 >999 240 Weight: 319lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. 9-10: 2x6 SP No.2, 6-14,8-13,9-11: 2x4 SP M 30 WEBS 1 Row at midpt 2-17, 4-16, 6-14, 6-13, 8-13 - 2 Rows at 113 pis 9-10, 8-11, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1948/0-3-0 (req. 0-3-3), 17=2552/0-7-10 Max Harz 17=831(LC 4) Max Upliftl O=-1663(LC 4), 17=-1796(LC 4) Max Grav10=2681(1-C 9), 17=3489(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 97/361, 2-3— 1642/980, 3-4=-1483/999, 4-5=-2158/1386,I5-6=-1874/1331, 6-19=-2248/1515, 7-19=-2248/1515, 7-8_ 2248/1515, 8-20=-1 30/1060, 9-20=-1630/1060, 9-10=-2463/1682 BOT CHORD 16-17=-641/396, 16-21=-1270/1599, 15-21= 1270/1599, 14-15=-1270/1599, 14-22=-1515/2248, 13-22=-1515/2248, 13-23=-1060/1630, 12123=-1060/1630, ,,`,��1r1�If-, WEBS 2-117=-31260/70202-16= 933/2045, 4-16=-1349/719, 4-14=-11 /636, 5-14=-1241361, ��`,`0 ........ A q��,''�I 6-14= 666/304, 6 13= 406/648, 8-13= 749/1018, 8-11= 1655/1438, 9-11 = 1728/2644, ,`�`,•�\G E N S�•9ifi,�i� 1-17= 391/252 = •• N o 3 9 3 8 0...-- =�—�,: NOTES- 1k 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. 11; Exp C; Encl., GCpi=0.1$ C-C Exterior(2) 0-1-12 to 36-2-9, Interior(1) 36-2-9 to 41-0-10; Lumber DOL=1.60 plate grip DOL=1.60 -� 2) Provide adequate drainage to prevent water ponding. I E 3) All plates are MT20 plates unless otherwise Indicated. (V 4) This truss has been designed for a 10.0 psf bottom chord live load nonconctjrrent with any other live loads. irk , , •� s� 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 �� s •,� R �, •`CN fit between the bottom chord and any other members, with BCDL = 15.Opsf. ��j s • • • •"• \ O 6) WARNING: Provide mechan mechanical con coing nnection onlze b aotherjoint(s) sof truss ss to beargreater rin input bearing in plate capable withstanding 1663 lb uplift at joint 10 and 1796 lb uplift at ,'��I®O � (y ) 9p P I 9 P� 1 p� joint 17. Thomas A. Albanl PE No.39360 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® connectors. Thfs 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 applicabfllty 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 MiTek` Is always required for slabilily and to prevent collapse wlfh possible personal Injury and pioperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Atexandrta VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340233 73195 DPBA GABLE 2 1 Job Reference (optional) e c ei Chambers Truss, Fort Pierce, FL 7.00 12 2x3 11 4x6 II I D:7QPecszFdotRumoewatlfLyMy1 I-CJp0F_eCHyLksyVp0xg_h01 BxdwMFzdAg004hkzVROp 20-10-2 10.5-1 2x3 I I 5 Scale = 1:40.4 6 2 r i7 , 1 0 IO 3x4 = 10 11 9 12 8 3x4 = 2x3 11 5x6 = 2x3 11 20-10-2 20-10-2 Plate Offsets (X Y)-- f9.0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.73 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress ]nor NO WB 0.28 Horz(TL) 0.00 6 n/a rVa BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 78 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 20-10-2. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 2=-1 30(1 C 4), 9=-130(LC 4), 10=-653(LC 4), 8=-653(LC 4), 6=-130(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 2=3DO(LC 9), 9=807(LC 9), 10=1035(LC 9), 8=1035(LC 9), 6=300(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-381/334, 4-5— 381/334 WEBS 4-9=-461/169, 3-10=-855/683, 5-8= 855/683 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 %%% s A. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry `� OP q(e Gable End Details as applicable, or consult qualified building designer as pe ANSVTPI 1. 4) Gable requires continuous bottom chord bearing.� G E N S'�;•; 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcdrrent with any other live loads. NO 39380. 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 wilt fit between the bottom chord and any other members, with BCDL = 15.0psf. , = 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (it=lb) .d ; 2=130, 9=130, 10=653, 8=653, 6=130. i��., 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. iZ E •' �� 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building i .• �1 i designer. i�,�S . R 4.0 1 Q.-' i,��IslON 11 Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 WARNING- verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT09 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Ni 1p 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. 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/,TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340234 73195 DPBE GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-6-1 7.00 12 2 1 04 = r.—. oep ca cv 1v n"e u.vv—..,, ,v ,.,a, .., ... ..y., I D:7OPecszFdotRumoewatlf LyMyl 1-gVNOSKfg2FTbU530afCDEcZETOMO_UOJ3gmeEBzVROo 4.6-1 4x4 = 2x3 11 4x4 = 4 5 Scale = 1:19.5 902 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC20141TP12007 (Matrix) Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-0-2. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 1— 426(LC 6= 150(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=382 6=440(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh WEBS 3-6=-301/178 5=-426(LC 9), 2= 699(LC 4), 4=-699(LC 4), 4), 5=382(LC 4), 2=900(LC 9), 4=900(LC 9), shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; I M-4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. ��A. 4) Gable requires continuous bottom chord bearing. ��1 `�`NS 'q�e'�ji 5) Gable studs spaced at 6-0-0 oc. �� 10 • • ' • 'Q �i� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� �,� �C`'•, �j 7) ` 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. N O 3 9380.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 1, 426 lb uplift at joint X 699 lb uplift at joint 2, 699 lb uplift at joint 4 and 150 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building rE designer. 0R1p. i�P;S,9/ N AL E� .�`% M1111ti Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev, 1010312015 BEFORE USE. -- ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify 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 Welk' 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply Harbor Ridge Lifestyle TB3402a5 73195 F11G GABLE 1 1 Job Reference o tional 'Too 1 d �= Inc Th.,Us, Q1 I i:49:dd 9n1R Pans i Chambers Truss, Fort Pierce, FL 3x6 i 6 5 / 2 35 / 1-1..��Y��..,. ........ ,.._..._-..--.- . . I D:7QPecszFdotRumoewatlfLyMy1 I-9hxngggSpZbS5FeCBMjSmp6YdQ14jspSIKVBmdzVROn 36-0-5 18-0-2 5x6 = Scale = 1:65.5 7.00 F12 10 36 11 37 8 12 13 3x6 14 15 16 17 18 38 19 3x5 i 3x5 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 5x6 = 5x6 = 36.0-5 36-0-5 Plate Offsets (X Y) (2:0 0 0 0 0 Oj f3:0 0 0 0-0-01 f4-0-0-0 0-0-Oj f5:0-0-0 0-0-Oj f7:0-0-0 0-0-0j f8:0-0-0 0-0-0j f9:0-0-0 0-0-Oj f24:0-3-0 0-3-0j f30:O-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 19 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix) Weight: 239 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 10-27, 11-26, 9-28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 36-0-5. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 27=-223(LC 21=-175(LC 4), 22= 243(LC 5), 23=-226(LC 4), 24= £ 26=-200(LC 4), 34= 400(LC 4), 33= 175(LC 5), 32= , 30= 226(LC 4), 29=-243(LC 4), 28=-200(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 19 except 2, 20=632(LC 9), 21=255(LC 9), 22=384(LC 9), 23=355 25=368(LC 9), 26=348(LC 9), 34=633(LC 9), 33=255 31=355(LC 9), 30=359(LC 9), 29=368(LC 9), 28=348 20=-400(LC 5), LC 5), 25=-243(LC 5), LC 4), 31=-226(LC 5), 4(LC 5), 9), 24=359(LC 9), 9), 32=384(LC 9), 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-35= 345/261, 2-35=-335/300, 5-6=-239/254, 6-7= 219/258, T-8=-346/386, 10-11=-556/621, 11-37=-428/523, cols 8-36- 459/520, 9-36- 428/523, 9-10=-556/621, 12-13=-346/386, 13-14=-219/258, 14-15=-239/253, 18-38=-335/300, A. �PG 19-38=-345/260 31-32=-296/365, 30-31=-296/365, E •�,� S�••.�j �� BOT CHORD 1-34_ 296/365, 33-34=-296/365, 32-33=-296/365, 29-30=-296/365, 28-29= 296/365, 27-28=-296/365, 26-27- 296/365, 25-26=-296/365, �� ; e 24-25- 296/365, 23-24=-295/365, 22-23=-295/365, 21-22=-295/365, 20-21=-295/365, + No 3938 19-20= 295/365 * ~ WEBS 10-27=-432/283, 18-20=-502/396, 16-22= 317/253, 15-23= 297/238, 13-24=-299/238, 12-25_ 308/255, 11-26=-288/212, 2-34=-502/396, 4-32= 317/253, 5-31=-297/238, ; • 4 7-30= 2991238, 8-29=3091255, 9-28=-2881212 • `4/ Z. i E ' � a • I(l TES- 1) Unbalanced roof live loads have been considered for this design. ,�� •; fi '•\• `�% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; �i� ss •' • • • •' • • • ` C �% C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 18-0-2, Exterior(2) 18-012 to 33-0-2; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 'Fill 4) Gable requires continuous bottom chord bearing. Thomas A. Albanl PE No.39360 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MITek USA, Inc. FL Cert 6634 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 6904 Parke East Blvd. Tampa FL 33610 fit between the bottom chord and any other members. i Date: April 4,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indlcafed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AtexanIdrla, VA 22314. Tampa, FL 33610 I Job Truss Truss Type City Ply Harbor Ridge Lifestyle T6340235 73195 DVGE GABLE 1 1 Job Reference (optional) GnamD6rS IFUSS, ron rierce, rL ..._ ... _ ....-_. . I D:7QPecszFdotRumoewatlfLyMyl I-9hxngggSpZbS5FeC8MjSmp6YdQ14jspSIKVBmdzVROn NOTES- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 27, 400 lb uplift at joint 20, 175 lb uplift at joint 21, 243 lb uplift at joint 22, 226 lb uplift at joint 23, 226 lb uplift at joint 24, 243 lb uplift at joint 251 200 lb uplift at joint 26, 400 lb uplift at joint 34, 175 lb uplift at joint 33, 243 lb uplift at joint 32, 226 lb uplift at joint 31, 226 lb uplift at joint 30, 243 lb uplift at joint 29 and 200 Ib u lift at joint 28. was 8) "Semi -rigid pitchbreaks including heels" Member end fixity model used in he analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 1010312016 BEFORE USE. Design valid for use only with V ITek® 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 applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 building design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340236 73195 E HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-2-0 ' 6-8-13 7-7-2 5x8 MT18HS i 7.00 12 r.owv s any ca cu ,o nn i oe i iuu�u ems, I D:7QPecszFdotRumoewatltLyMy11-duV9tOg4atj IjP DOi4EhJ 1 eZkgznSCgcX_FII3zVROm 4-8-0 7-7-2 5x8 MT1 BHS 3x5 = 7 8 4-2-0 Scale = 1:83.3 i 6x8 � 30 5x8 W B i 45 0 4x8 i 1;1E 4x8 r 4x5 2 3 11 4x5 O 12 1 13 a I! 32 38 1933 1834 21 20 35 16 17 36 39 37 15 14 O 3x6 II 3x8 = 3x6 = 3x8 = 3x8 = 3x6 = 3x8 = 3x6 II 4x6 II 4x6 I I 3-6-0 4 2 10-10-14 18-6-0 27-10-0 35-5-2 42-10-0 46-4-0 3-6-0 0-8 6-8-13 7-7.2 9-4-0 7-7-2 7-4-14 3.6-0 Plate Offsets (X Y) (1:0-4-1 0-0-41 (4:0-4-0 Edge) (6:0-4-0 0-1-111 fB:0-4-0 011-1ll 110:0-4-0 Edge) 113:0-4-1 0-0-41 j15:0-3-8 0-1-81 (20:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.24 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.56 17-18 >811 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 14 n/a n/a BCDL 15.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.09 18 >999 240 Weight: 313lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except` 4-6,8-10: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 3-21,11-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 21=2548/1-4-0, 14=254811-4-0 Max Harz 21=33(LC 5) Max Uplift2l= 1894(LC 5), 14=-1894(LC 4) Max Grav21=3716(LC 9), 14=3716(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc.purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 5-18, 6-18, 7-18, 7-17, 8-17, 9-17, 11-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. ((b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wherj shown. TOP CHORD 2-3=-147/433, 3-4=-2957/1581, 4-5=-2720/1584, 5-30= 305l/1 78, 6-30=-2901/1793, 6-7=-2631/1728, 7-8= 2631/1727, 8-31=-2901/1793, 9-31= 30 1/1778, 9-10— 2720/1584, 10-11= 2957/1581, 11-12=-147/433 i BOT CHORD 1-21=-331/213, 20-21=-331/244, 20-32=-987/2212, 32-38=-987/2212, 33-38=-987/2212, 17-35=-794/2055, 16-17= 954/2212, 16-36= 954/2212, 36-39=i 954/2212L794/2055, %��S, A. q�sn�si� • •' �e 37-39— 954/2212, 15-37=-954/2212, 14-15=-331/213, 13-14=-331/213 3-20= 1 1 5/277 ,�� Q�. • •' • • E N SF•.��i��i� WEBS -18=- 25087, /9 6, 6-18 /567,n68, • , 7-21= 316 2 75408/7689/9617 ,ev�,`'r,•��G e 11-15— 1275/2777, 11-14=-3486/1887 ft No 39380. ' � t NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLtlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.11y ' C-C Exterior(2) 0-0-0 to 15-0-0, interior(1) 15-0-0 to 18-6-0, Exterior(2) 18-6-0 to 27-10-0; Lumber DOL=1.60 plate grip DOL=1.60 .• - E 3) Provide adequate drainage to prevent water ponding. 'o• ' �� Rio • 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconctirrent with any other live loads. has been for load in all areas where a rectangle 3-6-0 tall by 2-0-0 20.Opsf on the bottom chordother Q R t, �,•'• 1�� s ••'....... t? �� wide will ��i�S,O 6) truss a lve of chord N Ai and anysigned fitThis betw en the bottom members, with BCDL =15.Opsf.. � 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1894 lb uplift at joint 21 and 1894 lb uplift at Thomas A Albanl PE No.39330 joint 14. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information avallable from Truss Plate Institute. 218 N. Lee Sheet Suite 312- Alexandria, VA 22314. Job Truss Truss Type city Ply r Ridge Lifestyle T834D237 TJeference 73195 E1 HIP 2 (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep ea zu io mu ek Mush us, Inc;.i is o o rage I D:7QPecszFdotRumoewatlfLyMyl 1-543X4MhjLAr9LZobFnlwrEBhSEI mBf911e_IgVzVROI 7-4-13 7-7-4 4-8-0 4-8-0 ' 5x6 i 7.00 12 3A = 5x6 4 5 6 Ali 4x10 i 5x6 WB� 6x8 7 7-4-13 4x10 Scale = 1:80.0 I I � N 17 16 18 15 14 19 20 73 12 21 11 10 5x6 I I 3x8 = 4x6 = 3x8 = 3x8 = 5x6 I I 3x8 — 4x6 = 7-4-13 15-0-0 24-4-0 31-11-3 39.4.0 7-4-13 7-7-4 9-4-0 7-7-4 7-4-13 Plate Offsets (X Y)-- (3:0-3-0 Edge) (4:0-3-0 0-2-51 (6:0-3-0 0-2-51 j7:0-3-0 Edge1 j11:0-3-8 0-1-81 f16:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.24 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.59 13-14 >787 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.06 10 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 14 >999 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 2-14, 4-14, 5-14, 5-13, 6-13, B-13, 1-16, 9-11 WEBS 2x4 SP N0.3 `Except' MiTek recommends that Stabilizers and required cross bracing 1-17,9-10: 2x6 SP No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation quide. REACTIONS. (lb/size) 17=2138/1-4-0, 10=2138/1-4-0 Max Upliftl7-1618(LC 4), 10-1618(LC 4) Max Grav 17=3121(LC 9), 10=3121(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3383/1781, 2-3=-3310/1914, 3-4=-3159/1945, 4-5=-2852/1857, 5-6=-2852/1857, 6-7=-3159/1945, 7-8-3310/1915, 8-9=-3383/1781, 1-17=-3021/1633, 9-10=-3021/1633 BOT CHORD 16-18=-1353/2722, 15-18= 1353/2722, 14-15=-1353/2722, 14L19= 1110/2407, 19-20=-1110/2407, 13-20=-1110/2407, 12-13-1353/2722, 12L21=-1353/2722, 11-21=-1353/2722 WEBS 2-16-683/530, 2-14=-598/440, 4-14=-444/910, 5-14=-331/21 , 5-13=-331/216, 6-13-444/910, 8-13=-598/440, 8-11=-683/530, 1-16-1353/2 59, 9-11=-1353/2759 .ONS A. qCB°�� NOTES- ; O........ 1) Unbalanced roof live loads have been considered for this design. � ��.•�\G N S''-••• 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpf=0.18 , C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 NO 39380..., s 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 wir. fit between the bottom chord and any other members, with BCDL=15.0pst. 6) Provide mechanical connection (by others) of truss to bearing plate capablei of withstanding 1618 lb uplift at joint 17 and 1618 lb uplifter r E ..�; joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used !in the analysis and design of this truss. �� ••. R IQ�.•`��_,�, Thomas A. Albanl PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding component, not �� a truss system. Before use, the building designer must vedly 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 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340238 73195 F COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6-2-9 7.00 12 2X3 \\ 5-2-0 4x5 11 7.640 s oep<o ce i 5 mii vn r. USo um r...... ... .....�5-..-.. ,— -. I D:7QPecszFdotRumoewatlf LyMyl 1-543X4MhjLAr9LZobFnlwrEBIBEF96gclle_I gVzVROI 5-2-0 2x3 4 I .ai ! i 6 8 13 7 14 6 4x6 i 3x4 = 3X6 = 3x4 = 7-10-1 14-11-1 7-10-1 7-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.26 6-11 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.66 6-11 >414 180 BOLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.15 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1252/1-0-9, 5=1252/1-0-9 Max Upliftl=-925(LC 4), 5=-925(LC 4) Max Grav 1 =1 856(LC 9), 5=1856(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except wh TOP CHORD 1-2= 3117/1563, 2-3=-3003/1621, 3-4=-3004/1621, 4-5= 311 BOT CHORD 1-8=-1204/2604, 8-13= 543/1516, 7-13=-543/1516; 7-14— 54 5-6=-1204/2604 WEBS 3-6=-715/1364, 4-6=-922/683, 3-8=-715/1364, 2-8= 922/683 BRACING - TOP CHORD BOT CHORD shown. 1563 1516, 6-14=-543/1516, 6-2-9 4x6 Scale = 1:43.8 5 V -o 6 PLATES GRIP MT20 244/190 Weight: 102 lb FT = 20% Structural wood sheathing directly applied or 2-7-15 oc purlins. Rigid ceiling directly applied or 5-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extefior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rent 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 v fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925 lb uplift at joint 1 and 925 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `,` %��o�p,S A 44e�i,�� o�w%EN3� No 39380...--;moo • _ E (1Je i •O •R , �. •, \�, `� Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 21814. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340239 73195 F1 COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 12 2x3 \\ 5x8 = 5-9-3 8 7 15 3x4 = 3x6 = 4x6 11 r.ovo s Sep ea zvu mi i.k mausrnes, mc. i nu rviu, 3. 11:52Ai 40, o rage i I D:7QPecszFdotRumoewatltLyMy11-ZGdvl iiL6UzOyjNnp UG90Sk_EehFw5yv_I krNyzV ROk 17.53 23-4-0 5-9-3 5-10-13 16 3x4 = 2x3 4 5x8 = Scale = 1:47.2 I6 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.19 6-8 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.46 6-8 >602 240 BCLL 0.0 Rep Stress [nor YES WB 0.85 Horz(TL) 0.05 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight: 112lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1283/1-4-0, 5=1283/1-4-0 Max Upliftl=-949(LC 4), 5=-949(LC 4) Max Gravl=1919(LC 9), 5=1919(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh TOP CHORD 1-2=-2947/1453, 2-3=-2868/1563, 3-4=-2868/1563, 4-5=-294 BOT CHORD 1-8=-1082/2369, 7-8— 502/1435, 7-15=-502/1435, 15-16=-5C 5-6=-1082/2369 WEBS 3-6=-644/1218, 4-6=-777/637, 3-8=-644/1218, 2-8=-777/637 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. shown. 6-16=-502/1435, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h46ft; Cat. II; Exp C; Encl., GCpi=0.18 C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu'rent 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 wil fit between the bottom chord and any other members, with BCDL = 15.0psf: 5) Provide mechanical connection (by others) of truss to bearing plate capable if withstanding 949 lb uplift at joint 1 and 949 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used ih the analysis and design of this truss. I .�`0p P�• A. Abe Fell .'9 :.\'\ ENS Z. �� ♦'' No 39380... • * L T E : �v e 1/1111111 Thomas A. Albanl"PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke,East Blvd. Tampa FL 33610 Date: April 4,2016 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340240 73195 G SPECIAL 1 1 Job Reference (optional) c o,,,.e 1 Chambers Truss, Fort Pierce, FL 3-0-0 3x6 = 5x6 = 7.00 12 4 5 3x4 I I 4x4 i2 3 , 1 N 0 O 21 28 20 3x811 3x411 1 3x611 i 7.640 s Sep 29 cu o N. i en mu, uu•tr es, c. , uu ,oa, .,, , �.. ,., ,..yam . I D:7Q PecszFdotRumoewatl fLyMyl I-1 TAHV2jzso5tatyzNCnOxfGBZ11Tf W 42DyTPvOzVROj 13-10-8 19-3-2 23-11-0 30-9-5 37-7-9 44-9-6 5-4-11 5-4-11 4-7-14 6-10-5 6-10-5 7-1-13 Scale = 1:82.5 5x8 MT18HS= 3x4 = 3x4 = 3x6 = 4x6 = 8 26 9 10 11 P7 12 4x4 = 5x6 — 19 18 5x6 = 46 = 17� 16 29 15 30 14 31 13 4x4 3x8 = 5x6 = 4x6 = 5x8 MT18HS I I LOADING (psf) SPACING- ' 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 15-16 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.46 15-16 >946 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.08 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0,19 16 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 12-13: 2x4 SP M 30 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 13=1943/0-3-0, 21=539/1-4-0, 20=2428/0-7-10 Max Horz 21 =662(LC 5) Max Upliftl3=-1555(LC 5), 21— 831(LC 5), 20=-1767(LC 4) Max Gravl3=2509(LC 9), 21=853(LC 9), 20=2897(LC 9) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 281 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 1 Row at midpt 12-13, 5-20, 5-19, 6-17, 7-16, 9-16, 11-15, 11-14, 12-14 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation uide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-289/472, 2-3=492/48413-4=-165/316, 4-5=-90/262, 5-6L-2171/1355, 6-7=-3719/2207, 7-8=-3415/2015, 8-26=-2988/1857, 9-26=-2988/1857, 9-10=-2918/1838, 10-11= 2918/1838, 11-27=-1965/1223, 12-27=-1965/1223, 12-13=-2344/1568 BOTCHORD 1-21=-397/493,21-28=262/166,20-28=262/166,19-20=-261 166,18-19=-1571/2333, 17-18=-1571/2333, 16-17= 2448/3920, 16-29=-1839/2919, 15-29=-1839/2919, �,p S A. I 15-30= 1223/1965, 14-30= 1223/1965 I ♦! N q� I� WEBS 3-21=-702/630, 5-20=-2644/1799, 5-19=-1924/3085, 6-19_ 1894/1310, 6-17=-114812084, ♦♦ ,. •' • • • • • • •. �i 7-17= 1266/802, 7-16= 1338/845, 8-16— 542/1072, 9-15=-733/710, 11-15_ 910/1408, ♦♦♦ ,�`� •' �,� G E N S�•' 9�j i�j 11-14=-1733/1336, 12-14=-1764/2830 NO 39380.. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.1$; ` C-C Exterior(2) 0-0-0 to 19-3-2, Interior(1) 19-3-2 to 23-11-0, Exterior(2) 23;11-0 to 38-11-0; cantilever left exposed; Lumber DOL=1.6U plate grip DOL=1.60 E 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. �, �S • 0 R �•'• t?\♦♦ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads. sI� lS ' • •' s 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 0 ItO N A, fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capabI6 of withstanding 1555 lb uplift at joint 13, 831 lb uplift at joint Thomas A. Albanl PE No.39380 21 and 1767 lb uplift at joint 20. MITek USA, Inc. FL Cart 6634 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Individual truss web p and Went bracing ed Is to prevent with (possible mage.rs nF MiTek" g the aildri�deqgired for staNlity�antd To prevent collapse personal Injury and property damage. da r general guidance regardinhe fabrication, storage, delivery, erection and bracing of muses and taus systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 Iq. Lee Street, Suite 312. Alexandda VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340241 73195 G1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Sep 29 2015 MI I ex Industries, Inc. r ru Mar 31 11:52:48 2016 rage 1 I D:7Q PecszFdotRumoewatlfLyMyl l-1TAHV2jzso5tatyzNCnOxfG8U 11 mf W A2DyTPvOzVROj 4-2-0 8 6-0 14 6-9 20-7-2 23-11.0 30-9-5 37-7-9 44-9-6 4-2-0 4-4-0 6-0-9 33-14 6-10-5 6-10-5 7 Scale = 1:82.5 4x8 = 5x8 = 3x6 = 7 P5 8 9 10 26 11 Sx8 = 5 = 7.00 12 4 5 N_ A,:-3-2 N - O 20 27 19 18 17 16 15 28 14 29 13 30 12 3x8 II 3x6 II 5x6 WB= 5x8= Ulf 0MT18HS= 4x8 = 3-6-0 4 2 8-5-13 8- -0 14-6-9 20-7-2 23.11-0 30-9-5 3112 44-9-6 3-6-0 0-8- 4-3-13 0• -3 6-0-8 6-0-9 33-14 6-10-5 6-10-5 7-1-13 Plate Offsets (X Y)-- f1:0-2-8 0-1-41 f4:0-6-0 0-2-41 r6:0-5-4 0-2-81 (7:0-5-8 0-2-01 114:0-4-0,0-3-01,f18:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.41 14-15 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.17 15-16 . >999 240 Weight: 289lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. 10-12: 2x4 SP M 30 WEBS 1 Row at midpt 4-19, 4-18, 6-18, 7-14, 10-14, 10-12 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-6-0 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1931/0-3-0, 20=529/1-4-0, 19=2450/0-7-10 Max Horz20=662(LC 5) Max Upliftl 2=-1 548(LC 5), 20=-858(LC 5), 19=-1756(LC 4) Max Grav 1 2=2465(LC 9), 20=893(LC 9), 19=2905(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe shown. TOP CHORD 1-2=-292/476, 2-3=-488/477, 3-4=-148/392, 4-5=-2081/1375, q-6=-2081/1375, 6-7_ 3379/2065, 7-25= 2886/1853, 8-25— 2886/1853, 8-9=-2885/1853, 9-10= 2885/1853, 11-12=-278/281 BOT CHORD 1-20= 388/487, 20-27= 265/178, 19-27=-265/178, 18-19= 325/123, 17-18=-2282/3555, 16-17=-2282/3555, 15-16= 2283/3552, 15-28=-1876/2960, 14-28=-1876/2960, 77 WEBS 3 209-737/65994 19 3%2649793, 4 181 1937/3034,/51 8= 6 7 663, 6-18 91838/1020, 15=-640/1233, 8-14— 662/693, 10-14=-91911342, 10-13=0/451, 0 E N S�Bq�G��s 10 12=�2855/8780 �,♦��--, NOTES- No 39380, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.20sf; BCDL=3.opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1M C-C Exterior(2) 0-0-0 to 20-7-2, Interior(1) 20-7-2 to 23-11-0, Exterior(2) 23-111-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.0 .� .. •�� plate grip DOL=1.60 E 3) Provide adequate drainage to prevent water ponding. ! 4) All are MT20 plates unless otherwise indicated. • (V plates �� 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �s • O R 1 �.•• G,,,`♦ �<� S► •' • • • • • • ` ��1 7) fit between trussr a live to d of 20. spsf owitthe bottom Psfdi in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will the been designed �O N Ai �� chord and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1548 lb uplift at joint 12, 858 lb uplift at joint Thomas A. Albanl PE No.39360 20 and 1756 lb uplift at joint 19. I MfTek USA, Inc. FL Cert 6634 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used i(1 the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 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. Addlflonal 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 fabricaflon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312 Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply =estyleT8340242 73195 G2 SPECIAL 1 (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep za 2015 mr i - nwusn1-, 1-. w4viv Faga 1 1 D:7Q PecszFdotRumoewatlf LyMyi I-Vf kgjOkbd5DkCOXAxvJdTtpJ ERNzOzICRcDyRgzVROI 4-2-0 8-5-13 10.6-0 16.6.9 22-7-2 -11• 30-11-1 37-9-5 44-9-6 4-2-0 43-13 2-0-3 6-0-9 -3-1 7-0-1 6-10-5 7-0-1 Scale = 1:82.5 5x8 MT18HS= 3x4 = 5x8 = 5x12 = 3x4 = 3x6 = 5x6 = 3x4 II 8 27 9 10 11 P8 12 i 5x6 i 5 6 7.00 12 7 a 3x4 11 4x4 i2 3 1 1 29 30 19 31 22 21 20 18 32 17 16 33 34 15 14 13 3x4 II 3x6 11 5x6 = 3x6 =5x8 = 3x4 II 5x8 = 5x6 = 5x8 MT18HS I 3x6 I I 3x8 = 3-6-0 4 2 8-5-13 10-6-0 16: -9 22-7-2 -11 30-11-1 37-95 44-9-6 3 66-10-5 7-0-1 Plate Offsets (X Y)-- 11:0-2-8 0-1-4j (5:0-6-0 0-2-41 f8:0-5-8 0-2-01 I13:0-3-8 Edgel 115:0-2-12 0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.12 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.42 15-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.08 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 17 >999 240 Weight: 312lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 12-13: 2x4 SP M 30 WEBS 1 Row at micipt 12-13, 4-21, 5-20, 5-18, 7-18, 9-16, 11-15, SLIDER Left 2x6 SP No.2 2-6-0 11-14, 12-14, 7-16 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1943/0-3-0, 22=541/1-4-0, 21=2425/0-7-10 Max Horz22=662(LC 5) Max Upljft13=-1549(LC 5), 22=-852(LC 5), 21=-1763(LC 4) Max Grav13=2503(LC 9), 22=883(LC 9), 21=3018(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2� 272/469, 2-3- 483/468, 3-4=-146/379, 4-5=-855/590, 5-6= 2318/1577, 6-7=-2318/1577, 7-8= 3357/2178, 8-27=-2975/1958, 9-27- 29i5/1958, 9-10=-2916/1912, 10-11_ 2916/1912, 11-28= 1927/1234, 12-28=-1927/1234, 12JJj 13_ 2342/1561 BOT CHORD 1-22=-382/483, 22-29=-255/184, 21-29= 255/184, 20-21=-255/184, 20-30=-585/719, 19-30=-585f/19, 18-19_ 585/719, 18-31=-2111/3198, 17-31=-2111/3198,16-17=- A. 21123, 16-32=-1897/2902, 15-32=-1897/2902, 15I33_ 1234/1927, MPS• 14-33=- /927 ```O �•.• �G E NS'• WEBS 3-22=-720/651, 4-21=-2802/1769, 5-20= 1713/1173, 5-18= 1568/2450, 6-18=-662/674, `�� , �C`••.••/ s♦ 7-18=-1241/704, 8-16= 688/1222, 9-15=-750/765, 11-15=-990/1444, 11-14= 1736/1376, No 39380. 12-14=-180312809, 4-20= 1210/1979, 7-16= 1138/780 = NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ -� C-C Exterior(2) 0-0-0 to 22-7-2, Interior(1) 22-7-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left grip DOL=1.60 exposed ; Lumber DOL=1.m E : �; plate 2) Provide adequate drainage to prevent water ponding. •_ • ss • `�s 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �� • ; •O R 1 �. G�,,�� i� ' • • •' psf S live load the bottom in 3-6-0 tall by 2-0-0 wide will �I�� N Ai 5) trussr a ofchord all areas where a rectangle fit between the bottom chord and members, with ; It 6) Provide mechanical connection (by others) of truss to bearing plate capable;of withstanding 1549 lb uplift at joint 13, 852 lb uplift at joint Thomas A. Alban) PE Na.39380 22 and 1763 lb uplift at joint 21. I MITek USA, Inc. FL Can 6634 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 I WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. -- -' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not DOI 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 buckling Indlvidual truss and/or chord members only. Additional temporary and bracing MiTek prevent of web permanent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tn1S,i systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aiexantlrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340243 73195 G3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-3-13 4-0-3 6-0-9 5x8 = 5 7.00 12 4x5 4x4 i 2 3 21 26 20 19 1827 3xs 3x6 II 4x5 = 3x6 = II 7.640 s Sep 29 2015 MI I ek Industries, Inc. I hu Mar 31 11:52:50 2u16 Page 1 I D:7QPecszFdotRumoewatlfLyMyl l-zrl2wkkDO PLbpA6MUdgsO4MS7riV7PdLgGyVzHzV ROh 6-0-9 6-0-0 5x8 MT18HS = 8 5x12 = 4-4-8 5-5-4 ' Scale = 1:85.9 10 \\ 5x8 12 17 28 16 29 15 30 14 5x8 = 5x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.11 14-15 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.41 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 13 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.13 16 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 13=1946/0-3-0 (req. 0-3-3), 21=561/1-4-0, 20=2, Max Horz21=1345(LC 5) Max Upliftl 3=-1 739(LC 5), 21= 850(LC 4), 20=-1532(LC 4) Max Grav 13=2721(LC 9), 21=896(LC 9), 20=3057(LC 9) -10 31 13 6xl0 MT18HS = PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 340 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. WEBS 1 Row at midpt 4-20, 5-19, 5-17, 7-17, 7-15, 9-15, 9-11, 11-15 2 Rows at 1/3 pts 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 258/456, 2-3=-480/458, 3-4� 150/367, 4-5=-1424/795, 5-6=-2370/1356, 6-7= 2370/1356, 7-8=-2303/1116, 8-9=-2011/1122, 11-14=0/453, BOT CHORD 1-21=-375/482, 21-26=-663/772, 20-26= 863/772, 19-20=-863%772I 12-13=-253/257 18-19=-1359/1615, 3 p;S� A14-31=-1099/1767,1��q�'�,,� 16 29— 2062/3305, 15 29=-2062/3305, 15-30=-1083/1759, 14j30=-1083/1759, ♦♦��` WEBS 3-21=-707/636?4-2032867/1577, 41 9=-935/1920, 5-19=-132I 1775, 5-17=-959/1919, ,♦♦� `�`� \G E !V SCC`e'��%ice, ••' 0 6-17= 610/644, 7-17=-858/265, 7-16=0/355, 7-15=-1767/1070, 8-15=-143/525, No 39380.. 9-15=-576/1214, 9-11=-2302/1465, 11-13=-2973/1844 • NOTES- •' 1) Unbalanced roof live loads have been considered for this design. s -a 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1Z C-C Exterior(2) 0-0-0 to 24-7-2, Interior(1) 24-7-2 to 30-7-2, Exterior(2) 30-7-2 to 39-2-6, Interior(l) 39-2-6 to 44-7-10; cantilever left— - —E exposed; Lumber DOL=1.60 plate grip DOL=1.60 I 3) Provide adequate drainage to prevent water ponding. •'vim �� S • R �••' G� 4) All plates are MT20 plates unless otherwise indicated. �� ♦♦♦ •'' S' ' ° • •5) All are 3x4 MT2russ lottom �� 1O 11 Ai has been des sigess ned forta 00 psf b1se 6) Thisittes chord live load nonconcurrent with any other live loads. t`,�♦♦` 7) • 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=15.Opsf. I Thomas A. Albani-PE No.39380 MiTek USA, Inc. FL Cert 6634 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1739 lb uplift at joint 13, 850 lb uplift at joint 21 and 1532 lb uplift at joint 20. "Semi Date-, Apl'I( 4,2016 10) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 M!Tek• 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 218 14. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340243 73195 G3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fon Pierce, FL I D:7QPecszFdotRumoewatlfLyMy11-zri2wkkDO PLbpA6MUdgs04MS7riV7PdLgGyVzHzVROh ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev. 101=016 BEFORE USE. Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a miss 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 IV. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ridge Lifestyle T8340244 73195 G4 SPECIAL 1 71yHarbor Job Reference (optional) c owe Chambers Truss, Fort Pierce, FL 4-2-0 8-5-13 14-6-0 4-2-0 4-3-13 6-0-3 5x8 MT18HS= 7.00 12 6 4x5 i 3x6 i 5 4 4x4 i 2 3 1 N O 21 26 3x8 11 20 19 3x6 I 5x8 = I D:7QPecszFdotRumoewatlfLyMy1 I83 -R2sQ1r9jTSRKhY2KL5Yl ug?F2gss0Uvwi3WjzVROg 6-0-9 6-0-9 4-0-0 5x6 = 9 5x12 = /1 27 78 28 17 29 16 48 = 5x10 = 4-4-8 5-5-4 ' Scale = 1:83.9 10 11 30 15 5x8 = 13 31 14 6x10 MT18HS = 3-6-0 Plate Offsets X Y -- 0'-8-b 4-3-13 6-0-3 6-0-9 1:0-5-1 0-1-4 , 6:0-5-8 0-2-0 9:0-3-0 0-1-12 12:0-2-8 0-2-0 6-0-9 16:0-5-0 0-3-0 4-0-0 14-4-8 4.4-a - b-b-4 19:0-2-0 0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.11 15-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.41 15-16 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr . YES WB 0.97 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1217-18 >999 240 Weight: 350lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 5-20, 5-19, 6-19, 6-18, 7-18, 8-18, 8-16, 10-16, 10-12, 12-16 2 Rows at 1/3 ptS 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1941/0-3-0 (req. 0-3-3), 21=522/1-4-0, 20=2447/0-7-10 Max Horz 21=1345(LC 5) Max Upliftl 4=-1 728(LC 5), 21=-804(LC 4), 20= 1591(LC 4) Max Gravl4=2697(LC 9), 21=831(LC 9), 20=3140(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-246/438, 2-3= 483/465, 3-4=-185/356, 4-5=-168/389, 5-d=-1772/978, 6-7=-2299/1373, 7-8- 2299/1373, 8-9- 2260/1186, 9-10=-1969/1110, 12-15=0/459, 13-14=-253/257 BOT CHORD 1-21=-387/491, 21-26=-854/759, 20-26=-854/759, 19-20=-85 1864/2874, 17-28=-1864/2874, WL29= ��e 11I11111)R1 /759, 19-27=-146511841, ®�11 1865/2870, �� wpPs A. q� I�- 18-27=-1465/1841, 18-28= 0 ''•-�fA;�s 16-29- 1865/2870, 16-30=-1075l1742, 15-30=-1075/1742, 15i31=-1091/1750, 14-31=-1091/1750 ,,�`Ci E N s��'.�•/ ®I♦ WEBS 3-21=-636/575, 5-20- 2917/1651, 5-19= 885/1863, 6-19= 979/616, 7-18=-615/643, 8-1 8=452/55, 8-17=0/283, 8-16=-1670/1067,19-16=-278/663, 6-18_ 723/1445, NO 39380... 10-16=-536/1151, 10-12= 2277/1463, 12-14=-2945/1830 NOTES- -Q ; Z 1) Unbalanced roof live loads have been considered for this design. . E 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2'psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=O.18� v C-C Exterior(2) 0-0-0 to 26-7-2, Interior(1) 26-7-2 to 30 7 2, Extenor(2) 30-7-2 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left it T _ A^► exposed; Lumber DOL=1.60 plate grip DOL=1.60 �j •,� O R 1 �.•' �.�� `�� 3) Provide adequate drainage to prevent water ponding. ��j SSA 4) All plates are MT20 plates unless otherwise indicated. ®I��N` t�� ,, 5) All plates are 3x4 MT20 unless otherwise indicated. IA 6) This truss has been designed for a 10.0 psf bottom chord live load nonconc I rrent with any other live loads. Thomas"A. Albani PE No.39380 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Mffek USA, Inc. FL Cert 6634 fit between the bottom chord and any other members, with BCDL=15.Opsf.i 6904 Parke East Blvd. Tampa FL 33610 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capablelof withstanding 1728 lb uplift at joint 14, 804 lb uplift at joint e I anu 1 Da I ID upltn aL tDun zu ADM 4.2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connecfors. 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 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 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, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340244 73195 G4 SPECIAL 1 1 Job Reference (optional) Chambers I russ, Fort Prerce, FL onP co av Iv w." A .. ..L. I D:7QPecszFdotRumoewatlfLyMy1 I-R2sQ83lr9jTSRKhY2KL5Yl ug?F2gss0Uvwi3WjzVROg NOTES- 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was usedi in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekO 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 applicability of design paramelers and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information avollable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty, Ply =eslyleT8340245 73195 G5 SPECIAL i (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 M i ek mousifi—, h- i nu - , , 2v j G rage i I D:7QPecszFdotRumoewatlfLyMyl 1-wEQoLPmTwObJ3UGkc2sK5VRgmfOhbJve8aRc29zVROf 4-2-0 8- -1 12 6.13 16 6-0 22 6 9 28.7-2 30-7-2 34-11-10 39-4-2 44-9-6 4-2-0 4-3-13 4-0-15 3-113 6-0-9 6-0-9 2-0-0 4-4-8 4-4-8 5-5-4 Scale = 1:87.6 5x6 = 5x6 = 5x12 = 10 11 12 7.00 12 7 8 29 3x6 i 6 5x8 14 5 0 4 Z1 n tZ 4x4 i 213 v 7 N -Z F biRl 0 23 30 22 31 21 20 32 19 33 18 17 34 16 35 15 3x8 11 6x8 = 3x6 =4x8 = 5x10 = 6x10 MT18HS= 3-6.0 4 2 8-5-13 16-6.0 22-0r9 28-7-2 30-7-2 34-11-10 39-4-2 44-9-6 3-6-o 0-8 4-0-13 8-0� 6-0 9 6-0-9 2-" 4.4-8 4-4-8 Plate Offsets (X Y)— f1:0-5-1 0-1-4) 17:0-3-0 0-1-121 (10:0-3-0 0-1-121 [13:0-2-8�O-2-0] (17:0-5-0 0-3-01 f22:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 20-22 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.39 16-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.09 15 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1118-19 >999 240 Weight: 372lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 8-20, 9-19, 9-17, 11-17, 11-13, 13-17, 6-22 2 Rows at 1/3 pts 13-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 15=1942/0-3-0 (req. 0-3-3), 23=530/1-4-0, 22=243710-7 10 Max Horz23=1330(LC 5) Max Uplittl5=-1732(LC 5), 23=-857(LC 4), 22= 1521(LC 4) Max Grav 1 5=2676(LC 9), 23=843(LC 9), 22=3224(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-28= 287/448, 2-28=-249/449, 2-3=-477/476, 3-4=-149/377, 5-6— 106/367, 6-29= 1989/1171, 7-29— 1900/1180, 7-8= 1724/1110, 8-9=-223&1379, 9-10= 2228/1269, 10-11=-1943/1140, 13-16=0/456, 14-15=-253/257 BOT CHORD 1-23=-388/480, 23-30= 884/767, 22-30= 884/767, 22-31=-1394/ 609, 21-31 =-1 394/1609, 20-21=-1394/1609, 20-32= 1781/2516, 19-32=-1781/2516, 19-33=-1678/2490, 18-33=-1678/2490, 17-18=-1679/2488, 17-34=-1078/1726, 16-34=-1078/1726, 16-35= 1094/1735, 15-35= 1094/1735 i WEBS 3-23=-715/633, 4-22=-634/491, 6-20=-248/927, 7-20_ 199/480, 8-20= 10261536, 8-19=0/436, 9-17— 1669/1121, 10-17=-399/797, 11-17=-554/1124, 11-13=-2254/1495, 13-15= 2918/1835, 6-22=-2505/1231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18, C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-6-0, Exterior(2) 16-6-0 to 39-2-6, Interior(1) 39-2-6 to 44-7-10; cantilever left 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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1732 lb uplift at joint 15, 857 lb uplift at joint A. %` 0 ...... No 39380..— ;_ Z % 4fs1 I N Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Anril A 9r11C, 23 and Ib2I iD uputt at joint 22. 1 1 IV— •, L:ononuea on page z I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312016 BEFORE USE. —� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, s00ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Alexani. VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, fla, Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340245 73195 G5 SPECIAL 1 1 Job Reference (optional) R P.— 9 Chambers Truss, Fort Pierce, FL I D:7QPecszFdotRumoewatltLyMy11-wEQoLPmTwO6J3UGkc2sK5VRgmfOhbJve8aRc29zvROf WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTe.k' 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexaridda, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340246 73195 G6 SPECIAL 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-2-0 8-5-13 13-5-15 18-6-0 6x8 = 7.00 12 7 3x5 i E8 3x6 5,6 5 4 4x4 i2 273 �I 0DON 22 31 21 32 20 33 3x8 6x8 = 5x6 W B = II 7.640 s Sep 29 2015 MI I eK mrlus1nes; me. I nu Mar 31 11:5'L:53 Lui 6 Page 1 I D:7QPecszFdotRumoewatlfLyMyl 1-00_AYln6hKjAhegxAINZej_zK2iQKnnnMEBAaczVROe 6-11-6 6-9-10 3x6 = 3x10 = 29 8 9 10 30 11 19 34 18 35 17 16 36 15 3x8 = 3x6 = 5x8 = 5-5-4 13 Scale = 1:82.4 37 14 6x10 MT18HS = Plate Offsets (X Y)-- fl:0-5-1 0-1-41 f7:0-6-0 0-2-41 112:0-2-4 0-2-41 f21:0-3-8=0-3-01 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 19-21 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.69 19-21 >627 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.09 18 >999 240 Weight: 338lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 14=1939/0-3-0 (req. 0-3-2), 22=508/1-4-0, 21=2, Max Horz 22=1312(LC 5) Max Upliftl4=-1780(LC 5), 22=-854(LC 4), 21= 1486(LC 4) Max Grav 1 4=2673(LC 9), 22=798(LC 9), 21=3335(LC 9) -7-10 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-19, 7-18, 8-18, 10-18, 10-16, 10-12 2 Rows at 1/3 pts 6-21, 12-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-306/436, 2-27=-473/404, 3-27= 465/485, 3-4=-152/380, �-5= 200/267, 5-6=-109/396, 6-28= 2151/1217, 7-28=-2056/1236, 7-29= 2138/1335, 8-29=-2138/1335, 8-9= 213811335, 9-10= 2138/1335, 12-15=0/370, 11-12=-261/263, 13-14=-254/259 BOT CHORD 1-22=-394/478, 22-31— 8857763, 21-31=-885/763, 21-32=-1487/1773, 20-32=-1487/1773,If t 183=514182/2050, 17-35=-14182/2050, 16-17=-1412/2050, 16-b6=-1113/1708, ��`,\�`PS A. ;44 • • " 15-36= 1113/1708, 15-37= 1129/1722, 14-37=-1129/1722 WEBS 3-22= 709/618, 4-21=-694/551, 6-21=-2565/1183, 6-19= 56(768, 7-19= 315/106, 4% � . . • • •`.••q �. ' 0 E NS�G• i 7-18=-288/706, 8-18= 683/715, 10-18=-504/568, 10-16=-145/392, 10-12=-2224/1428, N.O 380..-; i 12-16=478/513,12-14=-2895/1895 = * NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst; h=4611; Cat. it; Exp C; Encl., GCpi=0.1% •�' E C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 18-6-0, Exterior(2) 18-6-0 to 33-6-0, Interior(1) 39-2-6 to 44-7-10; cantilever left DOL=1.60 o (V exposed; Lumber DOL=1.60 plate grip 3) Provide adequate drainage to prevent water ponding. 4) All MT20 unless otherwise indicated. R 1 �.•'•G�?� ��i ss/ '' • • • ° •' plates are plates �� Is Q N AL 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 11111 f 1 tt.tt� 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Thomas A. Alban) PE No.39380 fit between the bottom chord and any other members, with BCDL = 15.Opsf. i MITek USA, Inc. FL Cert 6634 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1780 lb uplift at joint 14, 854 lb uplift at joint 22 and 1486 lb uplift at joint 21. 1 Date: April 4,2016 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was usedlin the analysis and design of this truss. i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 only. Addlffonal temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and prep damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340246 73195 G6 SPECIAL 5 1 Job Reference (optional) Chambers Truss, host Pierce, FL ID:7QPecszFdotRumoewatlfLyMy1I-OQ_AYIn6hKjAhegxAINZej_zK iQKnnnMEBAaczVROe ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev- 10/03,2015 BEFORE USE. Design valld for use only with MITeW 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 applicabllity 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 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 fnlss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340247 73195 G7 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep zs 20,5 Mi,eR nwusnies, quo. —i .Vgv , I D:7QPecszFdotRumoewatl fLyMyl 1-00_AYln6hKjAhegxAINZej_vT2hH KmYnM EBAaczVROe 4-2-0 8-5-13 13-5-15 18-6-0 25-1-12 31-7-11 38-1-11 44-9-6 4-2-0 4-3-13-0-1 6-7-12 6-6-0 6-6-0 6-7-12 3x4 = Scale = 1:85.9 5x6 = � 3x4 = 3x6 = 3x5 = 5x6 = 7.00 12 7 8 27 9 10 11 28 12 3x5 i 26 3x6 i 6 3x4 I 5 4 VVI 3x4 I I 4x4 i 2 3 1 N IQ 21 29 20 30 19 31 18 32 17 33 16 15 34 14 35 13 3x4 II 6x8 = 5x6 WB 3x8 = 3x4 = 3x4 = 5x6 = 5x8 MT18HS I I axe it 3x6 = 3-6-0 4 2 8-5-13 18-6-0 25-1-12 31-7-11 38-1-11 44.9-6 3-6-0 0-8 4-3-13 10-0-3 6-7-12 6-6-D 6-6-0 6-7-12 Plate Offsets (X Y)-- (1:0-5-1 0-1-41 (7:0-4-0 0-2-41 f13:0-3-8 Edgel f20:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.28 18-20 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.72 18-20 >605 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.06 13 n/a n/a BCDL 15.0 Code FB02014/TPI2007 (Matrix-M) Wind(LL) 0.10 17 >999 240 Weight: 342lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-13: 2x4 SP M 31, 8-18,9-17,12-14,11-15: 2x4 SP M 30 WEBS 1 Row at midpt 8-18, 9-17, 9-15, 12-14, 11-15 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 12-13, 6-20, 11-14 SLIDER Left 2x6 SP No.2 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13=1938/0-3-0 (req. 0-3-3), 21=498/1-4-0, 20=2473/0-7-10 Max H orz 21 =1 035(LC 5) Max Upliftl3=-1652(LC 5), 21=-853(LC 5), 20-1594(LC 4) Max Gravl3=2685(LC 9), 21=788(LC 9), 20=3396(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wheli shown. TOP CHORD 1-2=-313/440, 2-3=-475/490, 3-4=-155/388, 5-6=-107/402, 6-26=-2198/1309, 7-26-2102/1329, 7-8-1899/1250, 8-27-2232/1461, 9-27=-232/1461, 9-10-2030/1304, 10-11=-2030/1304,11-28=-1312/827,12-28=-1312/827,12-13-2524/1664 BOT CHORD 1-21=-399/480, 21-29=-555/482, 20-29=-555/482, 20-30-1189/1589, 19-30=-1189/1589, 17-33=-1304/2030, 16 33= 1304/2030, 15-16=-1304/2030, 15J34=-827/1312?' 14-34=-827/1312 ,�% r� F✓•E N S' • e•Q®j WEBS 3-21-706/619, 4-20=-697/553, 6-20=-2624/1304, 6-18=-111/765, 0 7-18=-219/487, �� `�,� �•.2i , 8-18=-750/424, 8-17-184/309, 9-17=-316/407, 9-15-929/8R 12-14=-1651/2614, i • 11-14=1920/1479, 11-15=-959/1445 ® NO 39380.. � • e NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuii=170mph t3-second gust) Vasd=132mpti; iCi3t=4.2pst; 13CD1-=3.0ps1; h=46it; Cat. 11; Exp C; Encl., GCpi=0.1 r, E C-C Exterior(2) 0-0-0 to 15-0-0, Intedor(1) 15-0-0 to 18-6-0, Exterior(2) 18-6-0 to 39-8-9; cantilever left exposed ; Lumber DOL=1.60 ®r • - plate grip DOLr1.60 s �, 3) Provide adequate drainage to prevent water ponding. I �, •• (3 1 Or•\,*� 4) All plates are MT20 plates unless otherwise indicated. ��iO ,Ss� • • • • • • • • ,�� 6) This Thisrtruss has been dess has been siged for ned fora live load obottom f 20.0 sf onlive the bottom chord in all awith reas where alive r rectangle 3-6-0 tall b 2-0-0 wide will °°°1°OrN A„� )` 9 P i 9 Y fit between the bottom chord and any other members, with BCDL = 15.0psf. I Thomas A. Albani PE No39380 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. MITek USA, Inc. FL Cent 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1652 lb uplift at joint 13, 853 lb uplift at joint B904 Parke East Blvd. Tampa FL 33610 21 and 1594 lb uplift at joint 20. 1 Date: 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �u 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 Indvidual 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 pt',operty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340248 73195 GB MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep ea evie mnerc mausmes, mc. i nu may o b rage 1 1 D:7QPecszFdotRumoewatlfLyMyl I-sdYYm5nkSesl I oP7jSuoAwW49S103E7xbuwj62zVROd 4- 1- 9-11-15 15-0.11 21 7-12 28-1-11 34-7-11 41-3-6 4-11-13 5-0-1 5-0-1 6 7-12 6-6-0 6-6-0 6-7-12 3x4 = Scale = 1:83.2 5x6 = Too 12 3x4 = 3x6 = 3x5 = 5x6 = 5 6 PO 7 8 9 21 10 3x5 3x6 i 4 3 3x4 11 2 4x5 i i 1 19 18 22 17 2316 24 15 25 14 13 26 12 27 11 3x4 11 6x8 = 3x6 = 3x8 = 3x4 = 3x4 = 5x6 = 5x8 MT18HS 11 3x6 = 4-8-D 4-11 13 15-0-0 21:7-12 28-1-11 34-7-11 41-3-6 4-8-0 0 -13 10-03 6i7-12 6-6-0 6-G-0 6-7-12 Plate Offsets (X Y)-- I5:0-4-0 0-2-4j (11:0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.30 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.74 16-18 >587 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.95 Horz(TL) 0.07 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 15-16 >999 240 Weight:331 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-11: 2x4 SP M 31, 6-16,7-15,9-13,10-12: 2x4 SP M 30 WEBS 1 Row at midpt 6-16, 6-15, 7-15, 7-13, 9-13, 10-12 2 Rows at 1/3-pts 10-11, 4-18, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 11=1953/0-3-0 (req. 0-3-3), 18=2556/0-7-10 Max Horz 18=831(LC 4) Max Upliftl 1=-1636(LC 4), 18=-2261(LC 4) Max Grav 11=2691(LC 9), 18=3503(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except whe i shown. TOP CHORD 1-2=-308/294, 3-4= 81/275, 4-5=-2213/1311, 5-6=-1913/1257 6-20=-2242/1467, 7-20— 2242/1467, 7-8=-2037/1308, 8-9=-2037/1308, 9-21=-1315/829, 10-21=-1315/829, 10-11= 2530/1649 BOT CHORD 18-22=-1177/1607, 22-23=-1177/1607, 17-23=-1177/1607, 16.17=-1177/1607, 16-24=-1467/2242, 15-24=-1467/2242, 15-25=-1308/2037, 14- 25=-1308/2037, A,• �',�� 40434 2148/707, 5316 ��p�An�c4111/j�1�®�� ^� WEBS 2--3184-808 684104 18 —2 67/ 16 -169/I 90, 6-16=-687/423, q�`,,O •�j• �?,••G E N,3 6-15=-178/306, 7-15=-321/412, 7-13=-934/876, 9-13= 963/1452, 9-12= 1926/1482, `00 10-1 2=-1 655/2621, 1-18=304/496 s • No 39380. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ a --- C-C Exterior(2) 0-1-12 to 36-2-9, Intedor(1) 36-2-9 to 41-1-10; cantilever left'exposed ; Lumber DOL=1.60 plate grip DOL=1.60 -0 2) Provide adequate drainage to prevent water ponding. : . �V • 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem: with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chore) it all areas where a rectangle 3-6-0 tall by 2-0-0 wide will s� •,� O R 1 V°•• G`=� fit between the bottom chord and any other members, with BCDL = 15.0psf. I,;sS • •' ° 6) Provide mechanical cod bearing nnectionze b at other s) sof trugreater ss to bearing platn inpute capablebearing withstanding 1636 lb uplift at joint 11 and 2261 lb uplift at ze.�� 1111111111 11 A♦�a� � (Y ) 9p P 9 P 1 P� joint 18. Thomas A. Albanf PE No.39380 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 � Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �n a truss system. Before use, the building designer must verify the applicability of design pafameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or c hord members only. Additional temporary and permanent bracing 1� A M OW Is always required for stability and to prevent collapse with possible personal Injury and p perty damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/ AI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexan rla, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340249 73195 GEE GABLE 1 1 Job Reference (optional) 7 ann s Se 29 2015 MiTeMndLstries Inn Thu Mar Ai 11.59155 MIA Pana 1 i,nemue�s Huss, rvu ne,ce, r� .._.____r ____._..... _.. ...___...__, ..._. ..._..._. _. ..__.____._ 1D:7QPecszFdotRumoewatIfLyMy1I-Kp5xzRoMDx_uwx JHAPlj83PEsXlorD4gYgGfUzVROc 15-1-15 24-2.1 39-4-0 15-1-15 9-0-2 15-1-15 3x6 = Scale = 1:69.8 3x6 = 7.00 12 10 11 12 13 14 15 16 9 17 8 18 3x6 i 7 19 3x6 6 20 21 5 4 22 0 3 23 2 24 T1 -lf 25 1N 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6 = 3x6 = 39.4-0 I 39.4-0 Plate Offsets (X Y)-- (10:0-3-00-1-121 (16:0-3-0 0-1-121 (34:0-2-8 0-1-81 I40:0-2-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) r/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 26 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 335 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 39-4-0. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) 39, 41, 35, 33 excel 38= 213(LC 4), 42=-264(LC 4), 43=-223(LC 4), 44=-2' 46= 220(LC 4), 47=-278(LC 4), 36=-213(LC 4), 32=-2 30= 228(LC 4), 29=-230(LC 4), 28=-220(LC 4), 27= 2 Max Grav All reactions 250 Ito or less at joint(s) 48, 26, 37, 39, : 38=263(LC 9), 41=276(LC 9), 42=384(LC 6), 43=357( 45=360(LC 9), 46=359(LC 9), 47=385(LC 6), 36=263( 32=384(LC 6), 31=357(LC 9), 30=360(LC 9), 29=360( 27=385(LC 6) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-37, 12-38, 11-39, 9-41, 8-42, 14-36, 15-35 , 17-33, 18-32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 137=-181(LC 4), 8(LC 4), 45=-230(LC 4), 4(LC 4), 31=-223(LC 4), '8(LC 4) 5 except .0 9), 44=360(LC 9), -C 9), 33=276(LC 9), -C 9), 28=359(LC 9), ,`�QOi a ••es��'e FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe i shown. `��% BPS A. A4 �4I TOP CHORD 3-4= 236/260, 4 5=-343/389, 5-6=-450/511, 6-7=-430/518, 7-8=-556/645, 8-9_ 679/792, �� •. • • • �I 9-10=-728/854, 10-11= 674/809, 11-12=-674/809, 12,13= 674,/809, 13-14=-674/809, ,,�,``r,•��G E IV ,�.�0. 14-15= 674/809, 15-16=-674/809, 16-17= 728/854, 17-18=-679/792, 18-19= 556/645, 0 19-20=-430/518, 20-21=-450/511, 21-22=-343/389, 22-23=-236/260 No 39380, _- WEBS 8-42=-324/276, 7-43= 297/235, 5-44=-300/240, 4-45= 299/240,, 3-46=-302/239, 2-47=-301/256, 18-32=-324/276, 19-31=-297/235, 21-30= 300/240, 22-29=-299/240, 23-28=-302/239, 24-27=-301/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; '�tS •,••0 R 1O G ,� C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 �� S 3) Truss Gable End Details for wind applicable, in the phase f uhe truss d buildingnl For desstuds as exposed to wind normal to the face), see Standard Industry 4f* O N A, y� i,%%% PP q 9 P 4) Provide adequate drainage to prevent water ponding. Thomas A. AlbanrPE No.39380 5) All plates are 3x4 MT20 unless otherwise indicated. MiTek USA, Inc. FL Cert 6634 6) Gable requires continuous bottom chord bearing. 6904 Parke East Blvd. Tampa FL 33610 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Date: 8) Gable studs spaced at 2-0-0 oc. April 4,2016 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® 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 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and pr6perty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tR1SSeS and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandlla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834D249 73195 GEE GABLE 1 1 Job Reference (optional) Chambers buss, Fort HIM% FL NOTES- 10) ` This truss has been designed for a live load of 20.Opsf on the bottom char other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable 43=223, 44=228, 45=230, 46=220, 47=278, 36=213, 32=264, 31=223, 30=; 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used ID:7QPecszFdotRumoewatlfLyMy1rizp5 zR a6 _uwx_Jl AWij83PEsXIcrNgYgGfUzVROc in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any of withstanding 100 lb uplift at joint(s) 39, 41, 35, 33 except gt=lb) 37=181, 38=213, 42=264, 28, 29=230, 28=220, 27=278. n the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITekfd 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 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and pfoperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoANSI/TPI1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, Quality Criteria, DSB-89 and BCSI Building Component VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340250 73195 GEF GABLE 2 1 Job Reference (optional) Chambers Iruss, ton rierce, rL 11-4-9 7.00 F12 4x4 = 1-1...,ar o,. ��.. ..�.,. .,....,. __._ . _„_ . ID:7QPecszFdotRumoewatlfLyMy1I-o?fJBnp_Ff 1iv Zi drix6FEccFGtFXKzD2CPgBvrzVROb 11-4-9 Scale = 1:43.8 to -o o � 3x4 i 21 20 19 18 17 16 15 14 � 13 12 3x4 � 3x6 = 22-9-2 22-9-2 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BOLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-9-2. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 11, 16 except 17 220(LC 4), 19=-242(LC 4), 20=-189(LC 4), 21=-338(LC 4), 15=-220(LC 4), 14=-242(LC 4), 13— 1E9(LC 4), 12=-338(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 16 except 17=360(LC 9), 19=376(LC 9), 20=300(LC 9), 21=534(LC 9), 15=360(LC 9), 14=376(LC 9), 13=300(LC 9), 12=534(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wheri shown. TOP CHORD 4-5=-248/261, 5-6=-354/386, 6-7=-354/386, 7-8=-248/261 WEBS 5-17=302/232, 4-19= 311/253, 3-20=-257/206, 2-21=-426/337 7-15— 3021232, 8-14=-311/253, 9-13=-257/206, 10-12=-426/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,�� I C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 %** A. 'S,f 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry `�� Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1.•E N • •• e-Q �i� 4) All plates are 2x3 MT20 unless otherwise Indicated. ,�?.'�\C' S�•.•�ij i� 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. No 39380. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit= fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 16 except E Qt=lb) 17=220, 19=242, 20=189, 21=338, 15=220, 14=242, 13=189, 12=338.1 s •((� • 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Alban) PE No.39380 MITek•USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syslem. 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. 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, seeANSI/TP,I I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type i Qty Ply Harbor Ridge LBesryle T83402s1 73195 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL f.o-.Va P c',..,.., ,o., ,,- U.. I D:7QPecszFdotRumoewatlfLyMyl I-GCDhO7gclZEb9F8iPbSVoZ8hUgOVGfPN Hs9NjNzVROa a.Z-S-4 . 3R-11-n 42-43 47-3-9 52-8-0 5-4-7 4-11-6 5-5-3 3-5-12 7-1'4 7-1-4 3-5-12 5-5-3 4-11-6 5-4-7 Scale = 1:93.7 3x8 = 7.D0 12 5x8 = 3x4 11 3x6 = 3x4 1 5x8 = 33 6 6 7 8 9 10 34 3x5 i 3X6 i Q 4 3 i 3x5i NVL?f 3x5 2 ao 13 d 1 14 I 3624 37 23 38 3922 40 21 20 41 19 42 43 18 44 1745 4616 15 26 3x4 2535 11 5x6 = 5x6 = 6x8 = 3x4 11 6x8 = 7x8 = 5x6 = 3x4 11 4x5 = 4x5 = 7x8 = 46 = 5x6 = 5-4-7 103-13 15-9-0 19-2-12 26- 0 33-5-4 36-it-0 42-4-3 47-3-9 52.8-0 5.4-7 4-11-6 5-5-3 3-5-12 7-1.4 7-1-4 3-5-12 5-5-3 4-11-6 5-4-7 Plate Offsets (X Y)-- f5:0-6-0 0-2-4) (10:0-6-0 0-2-4) f16:0-3-0 0-3-8) f18:0-3-8 0-4-12) f19:0-4-0 0-4-01 (22:0-4-0 0-4-0) (23:0-3-8 0-4-121 f25:0-3-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.04 16-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.15 16-18 >703 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.0523-25 >999 240 Weight: 404lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-25, 5-22, 6-22, 8-22, 8-19, 9-19, 10-19, 11-16 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0-7-10 except Qt=length) 22=0-6-0, 19=0-6-0. (lb) - Max Horz1=7(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1=-388(LC 15�, 25= 1308(LC 5), 22=-1473(LC 5), 19=-1472(LC 4), 16=-1307(LC 4), 14 =-387(LC 16) Max Grav All reactions 250 lb or less at joints) except 1=710(LC 9), 25=3355(LC 19), 22=3053(LC 19), 19=3053(LC 19), 16=3355(LC 19), 14=710(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when I hown. TOP CHORD 1-2=-781/485, 4-33=-867/470, 5-33= 741/480, 5-6= 384/364, 6- =-384/364, 7-8=-384/364, 8-9= 384/365, 9-10= 384/365, 10-34=-741/479, 1-34= 867/469, 13-14=-781/482 BOT CHORD 1-26=-253/507, 25-26= 253/507, 25-35=-379/384, 35-36=-379/384, 24-36=-379/384, 24-37= 379/384, 23-37= 379/384, 23-38=-571/978, 38-39=-571%978, 22-39= 571/978, ,�11111 f /1� `r,�� `%� oPS A' 22-40=-322/504, 21-40= 322/504, 20-21=-322/504, 2041=-322%504, 19-41=-322/504, ,��C) ,•' Ci E N S' •. '9�r•�� \ 19-42= 571/973, 42-43= 571/973, 18-43=-571/973, 18-44= 379/380, 17-44=-379/380, v�`••. vj 17-45= 379/380, 45-46=-379/380, 16-46=-379/380, 15-16=-249/507, 14-15=-249/507 ti •• i NO 39380. WEBS 2-26� 1821286, 2-25=-9721736, 4-25=-1702/742, 4-23=-303/886, 5-23= 397/1207, 5-22=-1334/515, 6-22=-513/529, 8-22=-706/466, 8-20=-7/431, 8 19= 706/466, 9-19=-513/529,10-19=-1334/514,10-18=-396/1207,11-18=-303/885,11-16=-1702/741, 13-16= 972l736, 13-15=-182/286 -4 ; m EW.••lv: NOTES- ��- • • C(/ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCp11=0.18; �® ��' O R 1 �.••• fie,, 3) C-CProxide adequate drainage 15-0-0, Interior(l) water -0-0pontog 5-9-0, Exterior(2) 15-9-0 o 36-11-0; Lumber DOL=1.60 plate grip DOL=1.60 '�i sS;O N Ai � 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 Thomas A. Alban[ PE No.39380 fit between the bottom chord and any other members, with BCDL = 15.Opsf. , MiTek USA, Inc. FL Cert 6634 6) Provide mechanical connection (by others) of truss to bearing plate capable ofiwithstanding 388 lb uplift at joint 1, 1308 lb uplift at joint 6904 Parke East Blvd. Tampa FL.33610 25, 1473 lb uplift at joint 22, 1472 lb uplift at joint 19, 1307 lb uplift at joint 16 and 387 lb uplift at joint 14. Date: 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tnrsses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AJexandda, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle Ta3aozsl 73195 GRA HIP 1 1 Job Reference (optional) Chambers Iruss, Von VISMS, VL NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to suppc , 621 Ib down and 198 Ib up at 15-0-12, 621 Ib down and 198 Ib up at 17-0- Ib up at 35-7-4, 621 Ib down and 198 Ib up at 37-7-4, and 621 Ib down and design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are note LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-80, 5-10=-80, 10-14= 80, 27-30= 3D Concentrated Loads (lb) Vert: 35=-567(B) 36— 567(B) 37=-567(B) 38=-567(B) 39=-567(B) 4 I D:7QPecszFdotRumoewatlfLyMy1 I-GCDhO7gclZEb9F8iPbSVoZBhUgOVGfPN Hs9NjNzVROa t concentrated load(s) 621 Ib down and 198 Ib up at 11-0-12, 621 Ib down and 198 Ib up at 13-0-12 2, 621 Ib down and 198 Ib up at 18-4-0, 621 Ib down and 198 Ib up at 34-4-0, 621 Ib down and 198 98 Ib up at 39-7-4, and 621 Ib down and 198 Ib up at 41-7-4 on bottom chord. The as front (F) or back (B). 43=-567(B) 44=-567(B) 45=-567(B) 46=-567(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameteislshown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 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 possible personal Injury and propprly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340252 73195 GRAT SPECIAL 1 n 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 2-7-13 5x8 = 3x8 I I 1 2 5-7-2 3x10 I 6x10 MT18HS = 5x8 = 22 21 20 6x10 1110x10 = 3x4 I I See note 9 below. 5-5-6 23 19 8x14 MT18HS = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:52:58 2016 Page 1 I D:7QPecszFdotRumoewatlf LyMy11-kOn3cTgE WsMSnPjuylzkLmhmH3J_?3ZW W W UXFpzVROZ 24-5-6 30-2.3 , 35-11-1 , 41-11.6 5-8-13 T 5-8-13 6-0-5 Scale = 1:84.5 3x4 II 4x5 = 4x8 = 6x8 = 5x10 I 8 24 9 10 11 25 2612 17 16 15 27 74 28 13 -\ 5x6 = 8x10 = 3x4 11 7x8 MT18HS= 5x8 MT18HS= See note 9 below. Plate Offsets (X Y)-- f7:0-5-12 0-6-41 f13:Edge 0-4-121 (19:0-6-8 0-4-121 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.39 17-18 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.69 17-18 >680 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.19 13 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Weight: 899 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' BOT CHORD 1-22,12-13,2-21,11-15,11-13: 2x6 SP N0.2 WEBS 3-21,3-19,6-19,6-17,7-9,7-15: 2x4 SP M 30 REACTIONS. (lb/size) 22=-5971/0-7-10, 13=7443/0-3-0 (req. 0-5-15), 21 =1 484 /0-7-10 (req. 0-11-9) Max Harz 22=504(LC 4) Max Upiift22=-7932(LC 9), 13=-6062(LC 4), 21=-11818(LC 4) Max Grav22=4803(LC 4), 13=10084(LC 9), 21=19578(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-22= 4538/7508, 1-2=-1917/3162, 2-3=-1917/3162, 3-4=-10740/6352, 4-5=-10740/6352, 5-23=-10625/6276, 6-23=-10625/6276, 6-7=-13918/8122, 7-17=-561/421, 7-8= 723/532, = 8-24=-250/264, 9-24=-250/264, 9-1 05872/3610, 10-11=-5872/3610, 12-13= 3027/1860 BOT CHORD 21-22=-447/393, 20-21= 3512/5429, 19-20=-3512/5429, 18-19=-8273/13601, 17-18=-8273/13601, 16-17= 8573/14150, 15-16_ 8573/14150, 15I27=-2223/3649, 23/3649 13 28— 2223/3649 Structural wood sheathing directly applied or 3-4-8 oc puffins, except end verticals. Rigid ceiling directly applied or 5-5-0 oc bracing. 1 Row at midpt 12-13, 1-21, 3-21, 7-9, 7-15, 9-15, 11-15, 11-13 14-27=-2223/3649, 14-28= 22 - - WEBS 1-21=-8007/4855, 2-21=-2829/1848, 3.21= I1902/7121, 3-19= 4788/8120, `,�>l►{11.1IIIISI 5-19=-2668/1757, 6-19= 3937/2265, 6-18=0/271, 6-17=-466/865, 7-9= 8109/4782, ,��--pp p,S A. 7-15=-1158016943, 9-15=-2158/4031, 11-15— 3037/4869, 11-14=0/392, 11-13=-7801/4755 ,%Ns NOTES- 1 2-ply truss to be connected together with 10d 0.131 "x3" nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. _ Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Piy to p%--0 ', E 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. a 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; �� C� Qr�,•`' 5) C-CProde adequate - -12to nag - preventInterior(l) water pond-12 to 24-7-2, Exterior(2) 24-7-2 to 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 �i� ss�O N AL L`, ,% 6) All plates are MT20 plates unless otherwise indicated. ��0! { I 114�� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A Albans PE No.393B0 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Thom USA, Inc. it E N .393 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6634 9) WARNING: Required bearing size at joint(s) 13, 21 greater than input bearing size. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7932 lb uplift at joint 22, 6062 lb uplift at Date: n.,ru n 0n1tZ joint to ano 1 10 10 ID upun at joint z r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a Ins system. Before use, the building designer must verify the applicability of design 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 only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340252 73195 GRAT SPECIAL 1 e� L Job Reference (optional) uriambers Ifuss, t-On Y18fC8, rL NOTES- 12) This truss has large uplift reaction(s) from gravity load case(s). Proper cot provide for uplift reactions indicated at joint 22. 13) Hanger(s) or other connection device(s) shall be provided sufficient to sul 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 (plf) Vert: 1-7=-380(F=-300), 8-12=-230(F= 150), 13-22=-30 Concentrated Loads (lb) Vert: 26= 1875(F) ,.v-ova Q.P cv<v,v rvn, en ,,,vvov,... ,.,v, ,,,,, ,,,,,, ,,, ..you I D:7QPecszFdotRumoewatlfLyMyl 1-kOn3cTq E WsMSnPjuylzkLmhmH3J_?3ZW W W uxFpzVROZ is required to secure truss against upward movement at the bearings. Building designer must load(s) 2617 lb down and 1524 lb up at 41-0-0 on top chord. The design/selection ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 applicability of design parame)ers and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing McTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340253 73195 GRAT1 SPECIAL 1 e� G Job Reference (optional) cnamoers I Fuss, ron Fierce, rL 2-7-13 6-1-1 6-1-1 ' 4-11-8 3x4 11 5x6 = 3x4 1 4x8 = 4x8 = 4x8 = 1 2 3 5 6 ID:7QPecszFdotRumoewatlfL;M; I-CaLRpprsHA6JPZ15WOUzt_EzLTgakXKglAeUoFZVROY 5-8-13 5-8-13 6-0-5 3x4 14x4 = 4x8 = 6x8 = 5x10 I I 8 25 9 10 11 26 2712 Scale = 1:80.5 4 24SE 1 Er 23 22 21 20 19 18 17 16 15 28 14 29 13 3x4 II 4x10 = 3x4 I 4x8 = 7x10 = 3x4 Il 5x6 = 4x8 4x8 = 3x4 11 7x8 = 2-7-13 8-8-14 14-9-15 19-9-6 24-5� 30-2-3 35-11-1 41-11-6 2-7-13 6-1-1 6-1-1 4-11•e 4-8-0 5-8-13 5-8-13 6-0-5 Plate Offsets (X Y)-- (7.0-6-0 0-4-81 (13:0-3-4 0-4-121 f19:0-5-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.04 15-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.13 15-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 13 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.08 15-17 >999 240 Weight: 867lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` 1-23,12-13,2-22,5-19: 2x6 SP No.2, 11-15,11-13: 2x4 SP M 30 REACTIONS. All bearings 0-7-10 except Qt=length) 13=0-3-15 (input: 0-3-0). (lb) - Max Harz 23=504(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 23= 630(LC 9), 4) Max Grav All reactions 250 lb or less at joint(s) except 23=436(LC 19=8180(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 12-13, 6-19, 11-13 'O(LC 5), 22=-1540(LC 4), 19=-4957(LC 13=6713(LC 9), 22=2366(LC 9), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23= 406/593, 1-2=-194/281, 2-3=-194/281, 3-4=-1606/2498, 4-5 =-1606/2498, 5-24=-1606/2498, 6-24=-1606/2498, 6-7= 3324/1779, 7-17=-2636/�1670, 7-8= 735/539, 8-25=-244/260, 9-25=-244/260, 9-10— 2384/1523, 10-11= 2384/1523, 12-13=-3011/1850 BOT CHORD 22-23=-498/470, 21-22_ 268/147, 20-21= 268/147, 19-20= 268/147, 18-19=-938/1352, 17-18=-938/1352, 16-17= 2283/3632, 15-16=-2283/3632, 15-28=- 181/1907, WEBS 1 22=-706/48898 2 22 —1 53/1112,3-21=0/264, 3 19/-2978/1900, -19— 1724/1206, O,�Np-S� AA�grrrrr� 6-19=-5397/3149, 6-17=-2110/3590, 7-9=-3133/1806, 7-15=-1745/11063, 9-15=-59/514, ,%% 0 `e 11-15=-749/1044, 11-14=0/396, 11-13=-4026/2498 ,��••�\G E �tS'�•.y�/��o . No 39380' NOTES- � � 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 rowlat 0-9-0 oc. e Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. •• Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) orlback (B) face in the LOAD CASE(S) section. Ply to p�{d E; connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; i�s • `•� R : �••• G� %��, 5) Provide aWage to prevent water ponding rdequate drainage to 24 7-2, Exterior(2) 24-7 Zito 39-7-2; Lumber DOL=1.60 plate grip DOL=1.60 rrro�'10 N A t��` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A. Alban) PE No.39380 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Thom USA, Alban[ nc. FL E N .3 34 fit between the bottom chord and any other members, with BCDL=15.Opsf. MITek6904 Parke East Blvd. Tampa fL 33610 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint 23, 4070 lb uplift at joint Date: 13, 1540 lb uplift at joint 22 and 4957 lb uplift at joint 19. April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Continued 0 p Design valid for use only with MITek8 connectors. This design Is based only upon parameters she wn, 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340253 73195 GRAT1 SPECIAL 1 e� G Job Reference (optional) Chambers Truss, Fort Pierce, FL NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support 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 (plf) Vert: 1-7=-230(F=-150), 8-12— 230(F=-150), 13-23=-30 Concentrated Loads (lb) Vert: 27— 1875(F) r.bvv s A za ear b mi i ek mousuries, in, nu mar a i i roc:oe 20 i o aya c I D:7QPecszFdotRumoewatlfLyMy1 I-CaLRpprsHAUJ PZ15W OUzt_EzLTgakXKglAeUoFzV ROY load(s) 2617 lb down and 1524 lb up at 41-0-0 on top chord. The design/selection ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' IM 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. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type _� Qty Ply Harbor Ridge Lifestyle T8340254 73195 GRAT2 SPECIAL T 2 2 I Job Reference (optional) Chambers Truss, Fort Pierce, FL o pcy cvia nn vn nweuo . ..y... ID:7QPecszFdotRumoewatltLyMy11-CaLRpprsHAUJ PZ15W OUzt_EOBTsjkU uglAeUoFzVROY 5-8-10 5-8-10 8x10 = 4x8 II 8x10 = 7 8 a See note 7 below. See note 7 below. 6 5 5x10 11 5x8 = 5x10 11 Scale = 1:68.0 Plate Offsets (),Y)-- r1'0-5-0 0-5-81 r2:0-6-4 0-2-0) (3'0-5-0 0-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 5 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.10 5 >999 240 BCLL 0.0 Rep Stress incr NO WB 0.98 Horz(rL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.08 5 >999 240 Weight: 324 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.OE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x6 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-5,3-5: 2x4 SP No.3, 2-5: 2x4 SP M 30 WEBS 1 Row at midpt 1-6, 3-4, 1-5, 2-5, 3-5 REACTIONS. (lb/size) 6=5720/0-3-0 (req. 0-3-14), 4=5720/0-2-0 (req. 0-3-14) Max Uplift6=-5714(LC 4), 4= 5714(LC 4) Max Grav6=6621(LC 9), 4=6621(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-6398/5642, 1-2=-1881/1629, 2-3=-1881/1629, 3-4=-6398/56I4 2 WEBS 1-5=-3587/4138, 2-5=-7326/6641, 3-5=-3587/4138 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ``� 1 rii/! 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 r,'/Art connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,��,1� PcJ A. A 1�j 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;JBCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; � ��`v;. G N `e'9 le C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 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. NO 39380.. 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 wii` fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) WARNING: Required bearing size at joint(s) 6, 4 greater than input bearing size: ' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5714 lb uplift at joint 6 and 5714 lb uplift a,� '0 '� joint 4. � C E 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.%��,✓�`- •• �� LOAD CASE(S) Standard ` O i O� `• �`?,` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-1012(F= 932), 4-6=-30 Thomas A. Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 1 Date; April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITekB 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 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 MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340255 73195 GRB SPECIAL 1 e� L Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-9-10 7.00 12 3x5 i 5x8 MT18HS i 7.640 s sep 292015 Mu ek Industries, Inc. Thu Mar 31 11:53:00 2016 Page! I D:7QPecszFdotRumoewatlf LyMy11-hmvgO8sV2UcAOjtH4j?CQBm9gt?hTxMpzpN I F IZVHUA 5-2-6 15-4-9 5-2-13 15-4-9 4-9-0 13-5-12 5x8 MT18HS = 3x4 11 4x8 = 5x6 = 23 5x6 = Scale = 1:72.2 6x8 = 9 10 19 24 25 18 17 26 27 16 28 29 15 3P14 31 13 32 33 12 34 35 1 �� 0 II 6x8 = 4x8 = 3x10 II 6x8 = 7x10 = 3x8 = 4x10 =3x4 6x8 = 6x8 = Adequate Support Required -3-6-0 5-9-10 11-0-0 16- -9 21-7-7 27-0-0 31-9-0 35-2-12 3-6-0 5.9-10 5-2-6 5-4r9 5-2-13 5-0-9 4-9-0 3-5-12 Plate Offsets (X Y)-- f2:0-9-15 0-0-01 13:0-4-0 Edge1 15:0-5-8 0-2-01 (9:0-3-0 0-1-121 f10:0-3-8 0-2-41 f12:0-2-8 0-3-01 113:0.3-8 0-3-121 f18:0-3-8 0-4-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.35 15-16 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.53 15-16 >794 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.14 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 583 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E 'Except' 11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' 10-11: 2x6 SP No.2, 8-12,10-12: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=6080/0-7-10, 1 =1 31 /Mechanical, 11=7140/0-3-0 Max Horz 2=1 073(LC 5) Max Uplift2= 4668(LC 4), 1=-125(LC 5), 11=-5767(LC 4) Max Grav2=6080(LC 1), 1=219(LC 9), 11=7140(LC 1) BRACING- TOPCHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10465/8128, 3-4=-10314/8149, 4-5=-9252/7325, 5-6=-912017343, 6-7=-9120/7343, 7-23=-6636/5131, 8-23=-6636/5131, 8-9=-2560/1873, 9-10=-2140I7726, 10-11=-6503/5283 BOT CHORD 2-19=-7672/8916, 19-24=-7672/8916, 24-25= 7672/8916, 18-25= 7672/8916, 17-18=-6717/7953, 17-26=-6717/7953, 26-27= 6717l7953, 16-27=16717/7953, 16-28=-7135/8712, 28-29= 7135/8712, 29-30= 7135/8712, 15-30=17135/8712, 14-15=-7135/8712, 14-31=-7135/8712, 13-31— 7135/8712, 13-32=15274/6541, 32-33=-5274/6541, 12-33=-5274/6541 WEBS 4-19=-650/936, 4-18= 1229/1217, 5-18= 2202/2777, 5-16= 1338/1845, 6-16= 510/512, 7-16— 688/655, 7-15=-1182/1660, 7-13= 3339/2869, 8-13=-3457/4309, 8-12= 7406/5969, 9-12— 882/931, 10-12=-5407/6710 i Structural wood sheathing directly applied or 4-4-14 oc puffins, except end verticals. Rigid ceiling directly applied or 5-9-14 oc bracing. 1 Row at midpt 10-11, 8-12, 10-12 C IV .9 No 39380.= NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ' Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered,at0-9-0 oc. S E (J� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.\�� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ♦♦ �' .. Q R 'D ,ems 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 s♦�� ss ' • • • • •' •�G' �` connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �j� I Q N 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; Thomas A Albani PE No.39380 C-C Exterior(2) -3-5-4 to 26-0-0, Interior(1) 26-0-0 to 31-9-0, Exterior(2) 31-9-0 to 35-0-0; Lumber DOL=1.60 plate grip DOL=1.60 Thom USA, Inc. i E N .393 5) Provide adequate drainage to prevent water ponding. 6634 6) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa FL 33610 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenY with any other live loads. Date: 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will April 4,2016 continued on pa e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE-MIt-7473 rev. iolml2015 BEFORE USE. Design valid for use only with 101100 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 vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340255 73196 GRB SPECIAL 1 rf G Job Reference (optional) Chambers Truss, I -on Fierce, hL NOTES- 9) Refer to girder(s) for truss to truss connections. 10) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle 11) Provide mechanical connection (by others) of truss to bearing plate capable of 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 13) Hanger(s) or other connection device(s) shall be provided sufficient to support 9-0-12, 552 lb down and 469 lb up at 11-0-12, 567 lb down and 482 lb up at ' down and 482 lb up at 19-0-12, 567 lb down and 482 lb up at 21-0-12, 567 lb up at 27-0-12, 567 lb down and 482 lb up at 29-0-12, 567 lb down and 482 lb 34-4-0 on bottom chord. The design/selection of such connection device(s) is LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-21= 115, 5-21=-80, 5-8= 80, 8-9= 80, 9-10= 80, 11-20= 30 Concentrated Loads (lb) Vert: 18=-552 13= 567(F) 14=-567 24=-1191(F) 25=-545(F) 26=-567 ID:7QPecszFdotRumoewatlfLyMy11-hmvgOBsV2UcA0jtH4j?66Bm9gi;hf;MpzpNi KizVROX rain formula. Building designer should verify capacity of bearing surface. )standing 4668 lb uplift at joint 2, 125 lb uplift at joint 1 and 5767 lb uplift at joint 11. analysis and design of this truss. icentrated load(s) 1191 lb down and 1033 lb up at 7-0-12, 545 lb down and 457 lb up at -12, 567 lb down and 482 lb up at 15-0-12, 567 lb down and 482 lb up at 17-0-12, 567 lb ivn and 482 Ib up at 23-0-12, 567 lb down and 482 lb up at 25-0-12, 567 lb down and 482 lb at 31-0-12, and 567 lb down and 482 lb up at 33-0-12, and 567 lb down and 482 lb up at responsibility of others. 28=-567 29=-567 30=-567 31=-567 32= 567(F) 33=-567(F) 34— 567(F) 35=-567(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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 applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always reclulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and inks systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340256 73195 GRB1 SPECIAL 1 �f 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-9-10 5-2-6 5x8 MT18HS = 3x4 11 f.64U S Sep'Ly LUIb MIt eK maustries, inc. Thu Mar;11 11:b6:u1 'Lulu Page 1 I D:7QPecszFdotRumoewatlfLyMyl I-9zTCEUt7pnk1 esSTeRW RyPJKaHSzCRpzCT7bs8zV ROW 5-2-13 5-4-9 4-9-0 3-5-12 3x4 = 6x8 = 5x6 = Scale = 1:68.6 6x8 = 7.00 12 3x5 i 2 1 i 0 22 23 15 24 25 14 26 27 2813 12 29 11 30 31 10 32 339 17 3x4 I I _ 16 6x8 4x8 = 6x8 = 3x8 17x8 = 4x10 11 4x8 = 6x8 = 5x8 = 5-9-10 11-0-0 16-4-9 21-7-7 27-0-0 31-9-0 35-2-12 5-9-10 5-2-6 5-4-9 5-2-13 5-4-9 4-9-0 3-5-12 Plate Offsets X Y -- 1:0-0-0 0-0-1 , 3:0-5-8 0-2-0 6:0-5-4 0-3-0 7:0-3-0 0-1-12 8:0-3-8 0-2-4 10:0-4-0 0-2-12 13:0-3-8 0-4-4 16:0-3-8 0-4-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.33 13-14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.51 13-14 >826 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.12 9 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 570 lb FT = 20 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2, 6-10,8-10: 2x4 SP M 30 REACTIONS. (lb/size) 1=5795/0-7-10, 9=7147/0-3-0 Max Horz 1=881(LC 5) Max Upliftl=-4513(LC 4), 9=-5773(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when sh TOP CHORD 1-2=-10540/8218, 2-3=-9279773501 3-4=-9131/7353, 4-5=-9131/78 6-21=-8730/6930, 6-7-2546/1861, 7-8-2128/1716, 8-9-6466/52 BOT CHORD 1-17=-7735/8984, 17-22=-7735/8984, 22-23=-7735/8984, 16-23=-' 15-16=-6738/7977, 15-24=-6738/7977, 24-25=-6738/7977, 14-25= 14-26-7151/8730, 26-27=-7151/8730, 27-28-7151/8730, 13-28= 12-13=-5309/6585, 12-29-5309/6585, 11-29=-5309/6585, 11-30= 30-31-5282/6547, 10-31-5282/6547 BRACING- TOPCHORD BOT CHORD WEBS 5-21=-8730/6930, 51 /8730, Structural wood sheathing directly applied or 4-5-2 oc purlins, except end verticals. Rigid ceiling directly applied or 7-9-1 oc bracing. 1 Row at midpt 6-9, 6-10, 8-10 WEBS 2-17= 677/967, 2-16=-1283/1267, 3-16-2229/2807, 3-14=-1321/1825, 4-14=-512/511, 6-10=-7436/5997, 13= 2913/3393, 6-11=-1229/1714, 7-10=-877/923, 8-10 A. —5374/66716 ♦♦♦%,,n`PS NOTES- ,o��6`V\` G E N S�e9�i�,w 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: . •• Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. No 39380.. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pa ' connections have been provided to distribute only loads noted as (F) or (B), unles's otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �• S - E e 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fh Cat. 11; Exp C; Encl., GCpi=0.16.. C-C Exterior(2) 0-0-0 to 26-0-0, interior(1) 26-0-0 to 31-9-0, Exterior(2) 31-9-0 to 35-0-0; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. �� (�'•� 0 R 1 Q•,•\,,♦� •••.. �j� 08 ...... �� O 6) All plates are MT20 plates unless otherwise indicated. been designed for bottom live load live loads.� N ALE v�♦♦ 7) This truss has a 10.0 psf chord nonconcurrentiwith any other 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 Thomas A Albanl PE No.39380 Thom l E N fit between the bottom chord and any other members. .393 USA, Inc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4513 lb uplift at joint 1 and 5773 Ib uplift at Mrr6634 6904 Parke East Blvd. Tampa FL 33610 joint 9. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use. the building designer must verify 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 rnembers 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, seeANSI/TPII Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340256 73195 GR81 SPECIAL 1 2 Job Reference (optional) chambers truss, FOn fierce, rL NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support 9-0-12, 552 lb down and 469 lb up at 11-0-12, 567 lb down and 482 lb up at 1 down and 482 lb up at 19-0-12, 567 lb down and 482 lb up at 21-0-12, 567 lb up at 27-0-12, 567 lb down and 482 lb up at 29-0-12, 567 lb down and 482 lb 34-4-0 on bottom chord. The design/selection of such connection device(s) is LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-6= 80, 6-7=-80, 7-8=-80, 9-18=-30 Concentrated Loads (lb) Vert: 16=-552 11=-567(13) 12— 567 22— 1191(B) 23=-545(B) 24= 567 i—u s wy cv av,v nn, e,. ,,,vwv,o., ,,,,,, ,,,,, ,.,a, .,, ,,..,.,..,yo� I D:7QPecszFdotRumoewatlfLyMyl I-9zTCEUt7pnkl esSTeR W RyPJKaHSzCRpzCT7bs8zVROW lcentrated load(s) 1191 lb down and 1033 lb up at 7-0-12, 545 lb down and 457 lb up at 1-12, 567 lb down and 482 lb up at 15-0-12, 567 lb down and 482 lb up at 17-0-12, 567 lb Nn and 482 lb up at 23-0-12, 567 lb down and 482 lb up at 25-0-12, 567 lb down and 482 lb at 31-0-12, and 567 lb down and 482 lb up at 33-0-12, and 567 lb down and 482 lb up at responsibility of others. 26= 567 27— 567 28= 567 29=-567 30= 567(B) 31=-567(B) 32=-567(B) 33— 567(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITekm 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 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA. 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340257 73195 GRC MONO HIP 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL Adequate Support 7.640 S Sep 29 2015 MI I ek industries, Inc. I nu Mar 31 11:53:02 2016 Page i I D:7QPecszFdotRumoewatlfLyMyl I-d91 aRqulZ5suG00fB81 gVcsWchp7x_r6R7s8OazVROV 7-0-0 14-0-0 7x8 MT18HS= 3x4 11 3 10 4 7.00 12 5x6 = 3x6 11 6x8 = 7-0-0 11-0-0 7-" 4-0-0 Scale = 1:38.0 Plate Offsets (X.Y)-- r3:0-6-0 0-2-41 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 6-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.20 6-9 >649 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. WEDGE WEBS 1 Row at midpt 3-5 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=110/Mechanical, 2=1201/0-7-10, 5=1 221 /Mechanical Max Harz 2=624(LC 15) Max Upliftl= 93(LC 4), 2=-900(LC 4), 5=-1207(LC 4) Max Grav1=164(LC 19), 2=1697(LC 19), 5=1773(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 2-3=-1434/775, 4-5=-251/244 BOT CHORD 2-6=-837/1254, 6-11=-853/1291, 5-11=853/1291 WEBS 3-6=-475/1092, 3-5=- 1913/1261 NOTES- 1) Unbalanced roof live loads have been considered for this design. e,``��1 t 1111�I�� 2) Win ExtSIDE7 1L0; Vultr DOL Ph60 plate grip gust) =asd60132mph; I GuL=4.2psf; CDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ,``� ,NS E A- �44eq ,�,� 3) Provide adequate drainage to prevent water ponding. �� ,� S�` •.2j �� 4) All plates are MT20 plates unless otherwise indicated. i 5) The Fabrication Tolerance at joint 3 = 0% No 39380 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide wilC fit between the bottom chord and any other members. 9 8) Refer to girder(s) for truss to truss connections. E ' 9) Refer to girder(s) for truss to truss connections. �-� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 1, 900 lb uplift at joint 2 and 1207 lb uplift at joint 5. ` si ••' 0 R �• • t?e,� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. si s • • • • `` ee at 12) Hanger(s) or other connection 7-0-0, and 431 lb down and 310 lblup(at g_0- 2 n top chore provided d, and 823 lb docient to own nd 478 lb rt concentrated atd(7-0-0, and 202 lb down and s) 817 lb down and 745 lb 100 lb up ,�511111 1 Al 111 at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Alban[ PE No:39380 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: April 4.2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 1010312016 BEFORE USE. R° Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �t A 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 possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI1 Quality Criteria, D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle i T8340257 73195 GRC MONO HIP 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8= 115, 3-8=-80, 3-4=-80, 5-7= 30 Concentrated Loads (lb) Vert: 6=-434(F) 3=-221(F) 10— 129(F) 11=-137(F) ID:7QPecszFdotRumoewatlfLyMyll-dglaRqulZ5suG00fB8lgVcsWchp7x r6R7s8OazVROV ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design 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 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, seeANSI/TPI I duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340258 73195 GRID SPECIAL 1 e� G Job Reference (optional) unamoers Truss, Ton Tierce, rL 4-4-11 5x8 = 7.00 12 3x4 11 5x10 i 3 4 Ai- 22 1 0 21 20 3x8 I 3x6 11 ISM = 5x6 = 5-2-0 3-6-0 -2-0 6-5-13 12-10-f 3-6-0 8-0 3-3-13 44-11 1-0-0 7x8 MT18HS= 4x8 = 5 19 18 17 5x8 MT18HS = 3x4 11 3x5 = �� .. ,.. ,.,, o.. . ......... ..... ..... ID:7QPecszFdotRu ewatlfLyMylI-d91aRqulZ5suG00fB81gVcsTlhjBxsm6R7sE 30-3.12 36-&8 43-4-12 6.4-12 6-4-12 1 6-8-4 Scale = 1:77.0 5x8 = 3x4 11 4x8 = 44 = 5x6 = 7 E7 8 9 10 P8 11 16 29 15 14 30 13 31 12 3x6 = 4x8 = 5x6 = 3x6 I I 5x6 WB = LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.18 16-17 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.70 16-17 >668 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.17 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.36 16-17 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 `Except` 1-3,3-6: 2X4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 `Except` 11-12,2-22,4-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 4-8-0 REACTIONS. (lb/size) 12=3694/0-3-0 (req. 0-3-2), 22=4447/1-4-0 Max Harz 22=1040(LC 5) Max Upliftl2=-3513(LC 5), 22= 4343(LC 4) Max Gravl2=5255(LC 9), 22=6201(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when st TOP CHORD 2-3=-1900/1134, 3-4=-5468/3495, 4-5=-5468/3495, 5-6= 12385/7 7-27=-6261/4204, 8-27= 6261/4204, 8-9= 6261/4204, 9-10=-626' 10-28=-3968/2661, 11-28= 3968/2661, 11-12=-b032/3533 BOT CHORD 1-22=-306/425, 21-22=-696/638, 20-21 =-1 477/1818, 19-20= 685' 18-19=-6851/10094, 17-16=-6851/10094, 16-17=-8497/12902, 1E 15-29=-4754/7172, 14-15=-4754/7172, 14-30=-2661/3968, 13-30 WEBS 2-22=-5844/3849, 2-21=-2694/4292, 3-21=-3521/2415, 3-20= 40( 5-20= 5401/3439, 5-19=0/283, 5-17=-2134/3560, 6-17= 2034/14E 7-16=-1929/3494, 7-14=-1390/850,8-14=-1243/1214,10-14=-23f 10-13— 4012/3079, 11-13= 3987/5934 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 645 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-9 oc bracing. WEBS 1 Row atmidpt 6-16, 11-13 6-7=-8058/5035, 10094, 2 0 8 4-20= A r1.1111 844/803, ? 6-16=-6549/4270, �•`��O PS �� ,`� G E M V F•••,•/ �� )/3496,No �� r 39380 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered i at 0-9-0 oc. ro ' Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. E Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or�back (B) face in the LOAD CASE(S) section. Ply to ply io f3 �'• •� Q- connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. ♦ S • • • .. 3) C-C Exterior(2) 0-0-0 to 17 3 2,Interior(l) (3-second to 23-11-0, Exterior(2) 23 1ust) Vasd=132mph; p1s 0 oC cantilever81-11-OPleft texp exposed dC Lumber OL=1 60 °�%�I�� N A� plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. Thomas A. Albani PE No.39380 5) All plates are MT20 plates unless otherwise indicated. MITek USA, Inc. FL Cert 6634 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Date: fit between the bottom chord and any other members, with BCDL = 15.Opsf. April 4,2016 ® WARNING- 1/erify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,7I1-7473 rev. f0/0312015 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 M!Tek' 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340258 73195 GRD SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of 1 10) Girder carries hip end with 0-0-0 right side setback, 5-2-0 left side setback, an 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 12) Hanger(s) or other connection device(s) shall be provided sufficient to support 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 (pit) Vert: 1-3=-80, 3-6=-138(F=-5B), 6-7=-138(F=-58), 7-11=-138(F= 58), 2 Concentrated Loads (lb) Vert: 21=-347(F) ao Pas cv iv rv1—i.—ki.. ,v. ,��V �.,o, ,,, ,,,,,,,,,,«., ,., ,..yam I D:7QPecszFdotRumoewatlfLyMy11-d91 aRqu1Z5suG00f681 gVcsTlhjBxsm6R7s8OazVROV 3513 lb uplift at joint 12 and 4343 lb uplift at joint 22. 5-2-0 end setback. 1e analysis and design of this truss. oncentrated load(s) 660 lb down and 395 lb up at 5-2-0 on bottom chord. The design/selection 12-21=-52(F=-22) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify 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 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 taus systems, seeANSI/TPI I Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VP 22314. Tampa, FL 33610 Job I russ Truss Type ty ply T8340259 =s(otypl9tional) 73195 GRD1 MONO HIP 2 e� 2 Chambers Truss, Fort Pierce, FL 7.640 S NOV 10 2015 MITak industries, Inc. i-n Apr 01 14:34:44 2016 Page 1 ID:7QPecszFdotRumoewatifLyMy11-X5oW IbOBNPgGBBcSBF_xbg6lu_LdouOU2iQRPMzV3wv 5-2-5 10-1-3 15-0-0 21-7-12 28-1-11 34-7-11 41-3-6 5-2-5 4-10-13 4-10-13 6-7 12 6-6-0 6-6-0 6.7-11 Sx8 = Scale = 1:73.7 3x4 11 3x4 11 7x8 = 7.00 12 5 6 21 7 8 9 22 10 4x5 i 4 3 2 /WV10 5x6 i L 23 20 19 18 17 16 24 15 25 14 13 26 12 27 tRi 11 3x4 11 7x8 = 4x4 = 4x4 = 3x4 11 3x10 I i 4-8-0 4-11 13 10-1-3 15-0-0 21.7,12 28-1-11 34-7-11 41-3-6 4-8-0 0- - 3 5-1-6 4-10-13 6-7-12 6-6-0 6-6-0 6-7-11 Plate Offsets (X Y)-- f5:0-5-4 0-2-121 (10:0-4-0 0-4-41 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.03 13-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.11 13-15 >999 240 BCLL 0.0 Rep Stresslncr NO WB 0.49 Horz(TL) 0.02 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 13-15 >999 240 Weight: 838 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except' 6-0-0 oc bracing: 18-19. 10-11,2-19: 2x6 SP No.2 WEBS 1 Row at midpt 10-11, 8-12, 10-12 REACTIONS. (lb/size) 11=381810-5-10, 19=2552/0-7-10 Max Herz 19=833(LC 4) Max Uplift 11=-3150(LC 4), 19=-2261(LC 4) Max Grav 11=5368(LC 9), 19=3441(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/335, 2-3=-1723/874, 3-4=-1560/894, 4-5= 2203/1328, 5-6L-2242/1471, 6-21=-2242/1471, 7-21=-2242/1471, 7-8= 2242/1471, 8-9=-1292/822, 9-22=-1292/822, 10-22=-1292/822, 10-11= 5195/3153 BOT CHORD 18-19=-474/433, 18-23= 1175/1660, 17-23=-1175/1660, 16-17=-1175/1660, 16-24= 1266/1898, 15-24=-1266/1898, 15-25= 1318/2048, 14-25=-1318/2048, 13-14=-1318/2048, 13-26= 1318/2048, 12-26=-1318/2048 WEBS 2-19= 3129/1806, 2-1 8=-1 009/2029, 4-18= 1289/811, 4-16=-179/595, 5-16= 288/170, 38/658, 9-325/4415/401, 13=0/420, 8-12=- 504/986, 10-12= 61633/2560, 9-12= 64 670, 1-1 Ce'92�i� NOTES •� "x3") ��,,�O`••�G•EN, • •• �� 1) 2-ply truss to be connected together with 10d (0.131 nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc, 2x4 - 1 row at 0-9-0 oc. No 39380 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. y Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. a re 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., y ' 441 ! E ' GCpi=0.18; C-C Exterior(2) 0-1-12 to 36-2-9, Interior(1) 36-2-9 to 41-0-10; cantilever left exposed ; Lumber DOL=1.60 plate grip •• _" �� 4) Provide adequate drainage to prevent water ponding. ✓�� SS •' • • • • • •' %� 5) All plates are 4x8 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent kith any other live loads. "1#/1 I 11�� 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 Thomas A. Alban) PE No.39380 will fit between the bottom chord and any other members, with BCDL = 15.Opsf. MITek USA, Inc. FLC6 34 ert 6Tampa 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3150 lb uplift at joint 11 and 2261 lb , uplift at joint 19. 6904 ParEast FL336i0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April A 7ni F IV) nangerts/ or otner connecuort uevlcetsj sndu Ue Provlueu swuclelrL LU suPPU1L Uunaenudteu IUduts/ z/ ro IU UUWII dnu I DeV Io uP C lry�' ($a°{(�]r�?�2`arameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' sign nvat Yof use o`onnry� h MITekO 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 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 MOW Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and fniss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job I rusS Truss Type Qty ply Harbor Ridge Lifestyle T8340259 73195 GRDi MONO HIP 2 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-80, 5-10=-80, 11-20= 30 Concentrated Loads (lb) Vert: 10=-1870(F) ID:7QPecszFdotRumoewatlfLyMy1I-X5oWlboBNPgGBBcSBF_xbgBiu �Ldou0U2iQRPMzV3wv ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. f 0/03/20f5 BEFORE USE. Design valid for use only with MiTekO 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 applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834o260 73195 GRG SPECIAL 1 e� G Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sap 29 2015 M7ek Industries, Inc. Thu Mar 31 11:53:04 2016 Page 1 1 D:7QPecszFdotRumoewatl fLyMy1 I-ZY8KsWv?5i6cVKA2JZ48a1 xvTUQyPndPuRLFTTzVROT 4-2-0 2- &5-13 1No-8 17-3-2 23-. 1-o 30-9-5 37-7-9 44-9-6 &3.13 4-411 4411 6-7-14 610.5 6.10.5 7-1-13 5x8 = 8 5x8 = 7x8 = 7.00 12 3x4 I i 4x8 G 4 5 3x4 = 3x4 i 3 2 1 0 Scale = 1:60.0 4x4 = 4x8 = 3x4 I 5x6 = 27 9 10 11 28 12 21 20 19 29 30 18 17 16 31 15 32 14 33 13 4x5 II 3x10 II 5x8 = 4x8 = 4x4 = 4x4 = 7x8 = 08 = 3x10 I 4x4 = 6.2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.12 17-19 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.41 17-19 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.08 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.32 17-19 >999 240 LUMBER - TOP CHORD 2x6 SP No.2 `Except` 1-4,4-7: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` 12-13,3-21: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 13=2235/0-3-0, 21=1753/1-4-0 Max Horz 21 =654(LC 5) Max Uplift13=-1917(LC 5), 21= 4858(LC 4) Max Grav 13=2588(LC 9), 21=1753(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh TOP CHORD 2-3=-266/429, 3-4=-229/1183, 4-5=-2510/3191, 5-26=-2510/3191, 6-7=-5782/5451, 7-8= 3867/3150, 8-27= 3174/2552, 9-27=-3174/, 10-11 =-2059/1576,11-28— 2059/1576, 12-28=-2059/1576, 12-13= BOT CHORD 1-21=-372/340, 20-21=-314/174, 19-20=-1178/9, 19-29= 4871/43E 18-30=-4671/4386, 17-18=-4871/4386, 16-17=-5773/5816, 16-31= 15-31=-2913/3431, 15-32=-2552/3174, 14-32=-2552/3174 WEBS 3-21= 1336/3627, 3-20=-2649/830, 4-20� 2420/1868, 4-19=-3385 6-19=-2826/1759, 6-17=-1191/2265, 7-17=-1481/524, 7-16=-3023 8-15=-446/538, 9-15=-375/598, 9-14=-1626/1430, 11-14=-686/71 PLATES GRIP MT20 244/190 Weight: 696 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 26=-2510/3191, 52,9-10= 2059/1576, 418/1922 29-30=-4871/4386, 913/3431, 327, 5-19=-369/371, 245, 8-16— 1375/1559, *%% 0`V,......... 4e �I♦ 12-14=-2255/2941 `�� `r ••-%G EIV $�:• q�� ♦js NOTES - No 39380, 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: �•y Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) orlback (B) face in the LOAD CASE(S) section. Ply to p connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 10 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II- Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 17-3-2, Intedor(1) 17-3-2 to 23-11-0, Exterior(2) 23-11-0 to 38-11-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent. with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1917 lb uplift at joint 13 and 4858 lb uplift at ioint 21. 1 E % Thomas A. Albans PE No.39380 Mrrek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WAR-MNG - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify 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 iVliTek• 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, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitute, 218 N. Lee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340260 73195 GRG SPECIAL 1 e� G Job Reference (optional) Chambers Iruss, port Fierce, FL r.— 5 oup — — so Ivi I A mutiblimb, Il— mu I—, u bo a I D:7QPecszFdotRumoewatlfLyMy1 I-ZY8KsWv?5i6cVKA2JZ48a 1 xvTUQyPndPuRLFTTzVROT NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support) concentrated load(s) 349 lb up at 5-2-0, and 85 lb down and 102 lb up at 11-11-13 on top chord, and 2126 lb up at 5-2-0, and 534 lb down and 360 lb up at 10-7-13, and 550 Ib up at 11-11-13 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=1.25 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 7-8=-80, 8-12= 80, 13-22— 30 Concentrated Loads (Ib) Vert: 4=139(F) 20=1258(F) 26=42(F) 29=-534(F) 30=8(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify 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 ivsiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340261 73195 GRK SPECIAL 1 e� L Job Reference (optional) Cnambefs Truss, Fbn Fierce, rL 3-9-13 6-4-9 7.00 12 5x6 = 4x8 i 4 3x4 i 3 2 1 N O 23 22 4x5 I 3x10 11 5x8 = 5-2-0 48 = 6x8 = 5 /.09u a oep Za Zu10 MI I ex MUUSrr185, mc. r nu mar or r l [D ;uo ev t o rage r RumoewatlfLyMy11-1 kij4swdsOET7UIEtGbN7FTf _uo28CTY755o.,vzvROS 6x10 = 3x4 II 4x8 = 4x8 = 7 8 9 10 30 16 15 14 13 6x8 = 3x10 = 3x6 = 3x4 I 21 20 31 19 18 17 48 = 6x12 = 3x4 II 3x4 11 24-7-0 17.11-2 22-6-8 24-6-8 , 4-7-6 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.30 17 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -1.16 17 >414 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.44 25 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.55 17 >867 240 LUMBER - TOP CHORD 2x6 SP No.2 `Except` 1-4,4-6: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' 1-21,17-21: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 11-25,16-19: 2x4 SP M 30, 3-23: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 23=2160/0-7-10, 25=2341/0-3-0 Max Horz23=654(LC 5) Max Uplift23=-4671(LC 4), 25=-1880(LC 4) Max Grav23=2160(LC 1), 25=2396(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sho TOP CHORD 2-3=-266/392, 3-4=-692/1709, 4-5= 592/1522, 5-6=-6864/5547, 6-7 7-8=5985/4989, 8-9=-5985/4989, 9-1 0=-5985/4989,12-25=-2396/1 BOT CHORD 1-23=-347/334, 22-23= 320/206, 21-22=-4961/5221, 20-21— 4961A 20-31=4961/5221, 19-31=-4961/5221, 15-16=-5883/6949, 14-15— 13-14=-3064/3756, 12-13=-3064/3756 WEBS 3-23= 2027/3994, 4-22=-539/216, 5-22=-5302/3593, 5-20=-571/11( 6-19=-4479/3794, 19-24=-6856/8029, 16-24=-6842/8073, 6-16=-56. 8-15=-577/620, 10-15=-2205/2596, 10-13=0/327, 10-12— 4216/34E 7-16= 3260/4015 Scale = 1:81.5 3x4 I 11 l"' 3 = m rn m 25 PLATES GRIP MT20 2441190 Weight: 612 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-25, 5-22 JOINTS 1 Brace at Jt(s): 24 84/6654, 11-12= 275/232 141 01, 3, 7-15 01104/11127, %%0`' PS• A°• A�e/%I 3-22=-3156/1596, ��,``�,•�\G E NtS�•.9�i�♦�i q • NO 393'80...- NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ' Bottom chords connected as follows: 2x6 - 2 roves staggered at 0-6-0 oc, 2x4 -1 row at 0-9-0 oe. •[ Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 040 oc. E 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 piyWt connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �� ' f3 1 0�.•� ,�� 3) Unbalanced roof live loads have been considered for this design. �j, Ss ' • • • • • �G �� 4) C-C Exter o (2) 0- 0 to 17-011 2h Interior(l) (1) 1cond g7-1t1 2to 24 7-0, pExterior(2) 24-7-0 toC 9L7 Oocansf;ti ever )left expo exposed ; Lumber DOLT 1 60 //Bi,1 N 1111111 plate grip DOL=1.60 Thomas A. Alban) PE No.39380 5) Provide adequate drainage to prevent water ponding. MiTek USA, FL Cert 6634 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent,with any other live loads. MITe USA, Inc.nc. Blvd. Tampa FL.33610 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all, areas where a rectangle 3-6-0 tall by 2-0-0 wide will Date: fit between the bottom chord and any other members, I Aril 4,2016 8) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity p ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 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 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, MANSI/TPI1 Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340261 73195 GRK SPECIAL 1 2 Job Reference (optional) chambers I tUss, ron 198roe, FL NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of v 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 11) Hanger(s) or other connection device(s) shall be provided sufficient to support and 360 lb up at 10-7-13, and 534 lb down and 360 lb up at 12-7-13 on bottor LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-7— 80, 7-11=-80, 17-26=-30, 12-16=-30 Concentrated Loads (lb) Vert: 4=139(F) 21=-534(F) 22=1258(F) 31=-534(F) r.ov� s oep zs zv i o rvn i me muwuuis, mc. i i. - ye c ID:7QPecszFdotRumoewatifLyMyl l-1 kij4swds0ET7UIEtGbN7FT1_uo2BCTY755o?vzVROS thstanding 4671 lb uplift at joint 23 and 1880lb uplift at joint 25. ie analysis and design of this truss. oncentrated load(s) 349 lb up at 5-2-0 on top chord, and 2126 lb up at 5-2-0, and 534 ib down chord. The design/selection of such connection device(s) is the responsibility of others. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters aril property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chordjmembers only. Additional temporary and permanent bracing MiTek7 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, seeANSI/TPII duallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, YA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340262 73195 GRL SPECIAL 1 2 Jab Reference (optional)i UnamDers Truss, ron rierce, rL ID:7QPecszFdotRumoewatltLyMyl l-1 kij4swdsOET7UIEtGbN7FTzrukn8CHY755o?vzVROS 31-5-5 3&3-9 45-5-6 6-10-5 6-10.5 7-1-13 Scale = 1:80.8 7x8 MT18HS i 4x10 = 3x5 = 3x6 = 3x4 II 8 25 9 10 11 26 12 4x8 7.00 12 6x8 — 6x12 = 8x10 7 = 5x8 i 4 5 3x5 i 3 2 1 N 0 20 19 18 17 16 27 15 28 14 29 13 4x5 3xio 11 7x8 = 10x10 = 4x8 = 7x8 = 3x4 I 7x8 = 8x10 = 5-2-0 3-6-0 3- - 3 11.6.9 17-11.2 2 -7-0 31-5-5 36-3-9 45-58 3-6-0 0.- 3 6-0-9 6.4-9 6{7-14 6-70-5 6-10-5 7-1-13 1-4-3 Plate Offsets (X Y)-- f4:0-4-0 0-1-111 f6:0-5-8 Edgel f7:0-3-8 0-2-01 f8:0-5-0 0-2-411 f13:0-4-0 0-4-121 f15:0-4-0 0-4-81 f17:0-4-4 0-5-01 f18:0-4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.22 16-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.81 16-17 >615 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.16 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.45 16-17 >999 240 Weight: 697lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc puffins, except 4-6,6-8: 2x6 SP No.2 end verticals. BOT CHORD 2x6 SP No.2 - BOT CHORD Rigid ceiling directly applied or 5-9-4 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-19, 11-13 12-13,3-20: 2x6 SP No.2, 11-15,11-13,7-17: 2x4 SP M 30 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 13=3929/0-3-0 (req. 0-3-5), 20=4602/0-7-10 Max Horz 20=1 059(LC 5) Max Upliftl3=-3717(LC 5), 20=-4459(LC 4) Max Grav 13=5575(LC 9), 20=6418(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 175/257, 2-3= 271/236, 3-4= 2663/1609, 4-5=-2363/1452, 5-6=-14711/9264, 6-7=-17069/10834, 7-8=-9295/5967, 8-25=-8024/5323, 9-25— 802 /5323, 9-10=-7152/4771,10-11=-7152/4771,12-13— 612/583 BOT CHORD 1-20=-225/340, 19-20= 719/616, 18-19=-7327/10679, 17-18= 7327/10679, 16-17=-7233/10887, 16-27=-4772/7154, 15-27=-4772/7154, 15-28=-3009/4555, 14-28=-3009/4555, 14-29= 3009/4555, 13-29— 3009/4555 ``�+►11 i �' 1 �1�0, WEBS 3-20=-5929/3807, 3-19= 3067/4873, 4-19=-224/670, 5-19=-8963/5882, 5-18=0/476, 00�� NS A. A IP#I 5-17=-3044/5082, 6-17=-9176/6056, 7-16=-5176/3442, 8-16=-2216/3776, 9-16= 817/1326,Q`' . • • • ""• • �e 9-15=-2366/1971, 11-15= 2587/3813, 11-14=0/594, 11-13=-655014323, 7-17=-5270/8198 �� `Z`,•��C E NSF•92�'s� NOTES- No 39380..�; 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. a Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0 19-0 oc. ' 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to p� E connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. sr 3) C-C Exterior(2) 0-0-0 to 17-011 2f, Interior(l) (1) 17-11 2 0 24-7-0, Exte orr(2) 24-7-0� oC 9L7 0; cantilever left exposed ; Lumber DOL=1..60 r®si��sS `•� R �•�Q)\ 1�6 4) Provide adequate drainage to prevent water ponding. '�.�O N A; vide 5) All plates are MT20 plates unless otherwise indicated. Thomas A. Altianl"PE No.393B0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. Thom USA,lba l- Cart .3 34 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Wok Patka. Inc. Blvd. Tampa FL 33610 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 1 Data- Aril 4,2016 9) Provide mechanical connection (by others) of truss to bearing plate capable of wjthstanding 3717 lb uplift at joint 13 and 4459 lb uplift at p ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify 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 MI !Tek* 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340262 73195 GRL SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Fierce, FL 1,64V S Sep zi` zoi 5 mi I eK Incusines, Inc. I hU Mar ui l l :t)u:ub zui ti Page e I D:7QPecszFdotRumoewatlfLyMy11-1 kij4swds0ET7UIEtGbN7FTzrukn8CHY755o?vzV ROS NOTES- 10) Girder carries hip end with 0-0-0 right side setback, 5-2-0 left side setback, and 5-2-0 end setback. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support doncentrated load(s) 660 lb down and 395 lb up at 5-2-0 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=1.25 Uniform Loads (plf) Vert: 1-4= 80, 4-6=-138(F=-58), 6-8=-138(F=-58), 8-12= 138(F= 58), 19-21=-30, 13-19=-52(F= 22) Concentrated Loads (lb) Vert: 19=-347(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSI/TPI 19uailfy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty I Ply Harbor Ridge Lifestyle T8340263 73195 GRM MONO HIP 2 1 Job Reference (optional) chambers Iruss, I-ort Pierce, hL 3-6-0 3x8 = 1.b40 s Sep L9 zol b MI I eK mousines, Inc. I nu Mar 31 11:53:0ti 2ui ti Page 1 I D:7QPecszFdotRumoewatlfLyMyl I-VWG5HCXFdKMKkeKRQ_6cfSOC El8gthwiMlgMYLzV ROR 5-9-10 5-2.6 5-3-6 5x8 3x4 I 5 6 7,00 12 3> i 4x6 I 3 9 13 14 8 15 16 7 3x10 iI 7x8 = 6x8 = Scale = 1:47.1 Adequate Support Required -3.6.0 5-9-10 11-0-0 16-3-6 3-6-0 1 5- -1 5-2-6 5-3-6 Plate Offsets (X Y)-- (2:0-0-00-0-11 (3:0-3-0,Edgej, (5:0-6-0,0-2-41, (7:0-4-0,0-4-01, (8:0-3-4,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.19 8-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.28 8-9 >695 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.04 7 n/a n/a BCDL 15.0 Code FBC2014fFP12007 (Matrix-M) Weight: 120 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 "Except' 6-7: 2x6 SP No.2, 5-8: 2x4 SP M 30 REACTIONS. (lb/size) 2=2364/0-7-10, 1 =1 51 /Mechanical, 7=3082/0-3-0 Max Harz 2=816(LC 4) Max Uplift2= 1682(LC 4), 1= 143(LC 4), 7=-2624(LC 4) Max Grav2=2364(LC 1), 1=216(LC 9), 7=3082(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-6 or bracing. WEBS 1 Row at midpt 4-8, 5-8 2 Rows at 1/3 pts 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3635/2638, 3-4=-3484/2659, 4-5= 2108/1574 BOT CHORD 2-9=-2730/3037, 9-13=-2730/3037, 13-14=-2730/3037, 8-14=-2730/3037, 8-15= 1534/1786, 15-16=-1534/1786, 7-16=-1534/1786 WEBS 4-9=-888/1220, 4-8=-1576/1494, 5-8=-2280/2888, 5-7= 2869/2460 NOTES- �� BPS A, A� 1) Unbalanced roof live loads have been considered for this design. ,�% C G E N 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; �� •'�,� SIiSl'•,2j 40� C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. NO 39380. —�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * L 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 wild fit between the bottom chord and any other members. -10 6) Refer to girder(s) for truss to truss connections. j ��, s$ _ E 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity i �f - • •� ` of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1682 lb uplift at joint 2, 143 lb uplift at joint 1 �� s • •� F3 ► Q • `' �� `�� and 2624 lb uplift at joint 7. �i ' is truss. 10 H ni ergid pitchbreaks including heels" s orP other connection devices shallbebeer en provided sufficient nd fixity model t to sup in concentrated load(s) design 1191hlb down and 1033 lb u at �I�O N A; ,s, 9 O O P PP O P 7-0-12, 545 lb down and 457 lb up at 9-0-12, 552 lb down and 469 lb up at 11-0-12, and 567 lb down and 482 lb up at 13-0-12, and Thomas A. Alban) PE No,39380 567 lb down and 482 lb up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of Mrfek USA, Inc. FL Cert 6634 others. i 6904 Parke East Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Deslgn valid for use only An MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametgrs 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 M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property' damage. For general guidance regarding the fabricatlon, storage, delivery; erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle Ta340263 73195 GRM MONO HIP 2 1 Jab Reference (optional) unambers Truss, Fon F'lerbe, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11=-115, 5-11=-80, 5-6_ 80, 7-10— 30 Concentrated Loads (lb) Vert: 8— 552 13=-1 191 (B) 14=-545(B) 15=-567 16=-567 I D:7QPecszFdotRumoewatlfLyMy11-VwG5 HCxFdKMKkeKRQ_6cfSOC E18gthwiMlgMYLzVROR ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 9ualily Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job I russ Truss Type uty Ply Harbor Ridge Lifestyle T8340264 73195 GRO SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4x6 = 6 4X10 11 7.640 S Nov 1 U 201b MIT ex maustrles, mc. ra A r U1 14:6/:aU ZU1b ra e 1 ID:7QPecszFdotRumoewatlfLyMyil-flgHBM1GHPki5elMv6zsJr_4 uuyhy3wDXeEEkz 3uJ 1-2-14 477 5x14 = 6x8 = r ao cc 6x8 = 8 0 0 N 10 4 5x10 I I Scale=1:51.9 477 44-7-7 9-2-14 Plate Offsets (X Y)-- (3:0-3-8 0-3-Oj (4:Edge 0-3-8) (5:0-4-0 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.09 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.09 6 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix-M) Weight: 122 lb FT = 20 % LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' 1-6: 2x6 SP No.2, 3-4: 2x4 SP M 30 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 6=1668/0-7-10, 6=2113/0-3-8 Max Uplift 6=-1428(LC 4), 8=-1745(LC 4) Max Grav 6=2244(LC 15), 8=2824(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s TOP CHORD 1-6=-1728/1203, 1-2= 836/524, 2-3=-836/524, 4-7=-743/1387, 3- WEBS 1-5=-1077/1728, 2-5= 460/614, 3-5=-877/1407 BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. WEBS 1 Row at midpt 1-6, 1-5, 2-5, 3-5 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. 387 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. lt,111I 111111 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. ♦�,, S A. �I�� 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 � O0P A�Q�i will fit between the bottom chord and any other members, with BCDL = 15.Opsf. �� G E•N "Q �� 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify :� '� .••�,� `S••.?/ �i* capacity of bearing surface. e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1428 lb uplift at joint 6 and 1745 Ito uplift No 39380. at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 992 lb down and 569 lb up at;� 2-4-0, 992 lb down and 569 lb up at 4-4-0, and 992 lb down and 569 Ito up at 6-4-0, and 992 lb down and 569 lb up at 8-5-14 on = E Our bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOADCASE(S) Standard �, �•• �•G R �0•••• �� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ss1 .... • .. • �, Uniform Loads (pit) i��10 N A� 1�� Vert: 1-3=-80, 4-6— 30 Concentrated Loads (lb) Thomas A. Alban) PE No.39380 Vert: 4=-718 5=-718 9=-718 10= 718 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shgwn, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340265 73195 GRP MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, port Fierce, FL 3-6-0 Adequate Support Required 4x8 = I D:7QPecszFdotRumoewatlfLyMy1 I-z7gTUYxuOdUBMnvd_hdrCgZLQiUJc6rraPav4ozVROQ 13-11-10 7-0-12 6x10 MT18HS i 7.00 12 8x10 = Scale = 1:52.6 Plate Offsets (X Y)-- f2:0-4-0 0-1-111 f4:0-0-8 0-1-81 f5:0-5-0 0-6-01 f6:0-6-4 0-2-011 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.16 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.26 5-6 >627 240 MT18HS 244/190 BCLL 0.0 *. Rep Stress Incr NO WB 0.92 Horz(TL) 0.03 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 108lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x8 SP 240OF 2,0E end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. 4-5: 2x6 SP No.2, 3-5: 2x4 SP No.3 WEBS 1 Row at midpt 4-5 2 Rows at 1/3 pts 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2216/1-0-0, 5=3212/0-7-10, 1=144/Mechanical Max Horz2=969(LC 4) Max Uplift2= 1385(LC 4), 5— 2627(LC 5), 1=-143(LC 4) Max Grav2=2216(LC 1), 5=3212(LC 1), 1=224(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shot n. TOP CHORD 2-3=-3378/2079, 4-5— 448/357 BOT CHORD 2-6=-2365/2817, 6-12=-2416/2892, 12-13=-2416/2892, 13-14=-2416/2892, 5-14= 2416/2892 WEBS 3-6=-1836/2706,3-5=-3282/2731 NOTES- A. ;q� �fiis 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,�0 �� .• G E N e.9. sip C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 13-8-14; Lumber DOL=1.60 plate grip DOL=1.60 �� ,� S� •.?/ �a 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentiwith any other live loads. NO 3938Q...�� 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 wile 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 1385 lb uplift at joint 2, 2627 lb uplift at joiif E •� 5 and 143lb uplift at joint 1. i{^• - �'1(/ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®;r 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1515 lb down and 1199 lb up at i� •'• ; O {� 1 0.•'� ems, bottom chord. The design/selection of 7-0-12, 714 lb down and 520 lb up at � h connection device(s) is the responsibility of others.-12, and 717 lb down and 536 lb up at 11-0-12, and 98 lb down and 545 lb up at 13-0-12 on sI�®SS�,O 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as ;front (F) or back (B). LOAD CASE(S) Standard MiTek USA, ne nR. Cert 6634 0 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa R.33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component; not a truss system. Before use, the building designer must verify the applicability of design parametgrs and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340265 73195 GRP MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-8=-115, 4-8— 80, 5-7=-30 Concentrated Loads (Ib) Vert: 6= 1515(B) 12=-714(B) 13=-717(B) 14=-698(B) r.ov� s any ea e� w rvn i en uue,ea, �. 1 agw I D:7QPecszFdotRumoewatlfLyMy1 I-z7gTUYxuOdU BMnvd_hdrCgZLQiUJc6rraPav4ozVROQ ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle 78340266 73195 GRR MONO HIP 2 1 Job Reference (optional) p Chambers Truss, Fort Pierce, FL 3-6-0 7.00 12 1 5x6 i Adequate Support Required 7-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11.53.07 2016 age 1 I D:7QPecszFdotRumoewatlf LyMyl I-z7gTUYxuOdUBMnvd_hdrCgZMEi Ulc8N raPav4ozVROQ 10.5-13 13-11-10 3-5-13 3-5-13 5x8 MT18HS i Scale = 1:37.9 3x4 = 3x4 I I 11 4 12 13 5 14 15 16 6 6x8 = 8x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.09 6-7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.33 6-7 >507 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.03 6 n/a n/a BCDL 15.0 Code FBC2014TrP12007 (Matrix-M) Wind(LL) 0.11 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=127/Mechanical, 2=1481/1-0-0, 6=1545/N Max Horz2=603(LC 4) Max Upliftl=-98(LC 4), 2= 1146(LC 4), 6=-1410(LC 4) Max Gravl=132(LC 9), 2=1481(LC 1), 6=1545(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-1672/1284, 3-11=-1323/1262, 4-11=-1323/1262, 5-E BOT CHORD 2-7=-1265/1319, 7-14=-881/886, 14-15=-881/886, 15-16= WEBS 3-7=-138/311, 4-7=-625l717, 4-6=-1403/1426 shown. PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 78 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 6-16=-881/886 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,ti111111111/1 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. 11; Exp C; Encl., GCpl=0.18; ,`die(� S A. IIIII C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 ,� �P q� Io 3) Provide adequate drainage to prevent water ponding. `�� `,-. •'''E e.9 sue, 4) All plates are MT20 plates unless otherwise indicated. ,,� .`?.•�\C' NSF•.. �i/ ice, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, No 39380 ' fit between the bottom chord and any other members. I 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable; of withstanding 98 lb uplift at joint 1, 1146 lb uplift at joint Z E . and 1410 lb uplift at joint 6. . •' 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. up at,n a 11) Hanger7-0-0, 1(35 lb doher connection ashall sufficient wn and 318 Ib up t 9-0 12and 1135 Ib downand 318lb up t 11 0 12, and rt concentrated 1135(lb down and 318lb up ats) 227 lb down and 683 b13-0-12 on +'�� SS`•O R 1 0� �%topcho�,`, Ib d wnrd, and and 51bup atlb o13-0- 2422 lb up at on bottom chord. The design/select on of such connection bdownand451bupat 9-0-12, d 94 device(s) down is the4responsibility o� theasd 94 III �O11 Al ��%�� 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albanl PE No.39380 Mfrek USA, Inc. FL Cart LOAD CASE(S) Standard 904 Parka East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev, 1010312015 BEFORE USE Design valid for use only with MITek0 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 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340266 73195 GRR MONO HIP I 2 1 Job Reference (optional) Chambers truss, ton MrCe, YL I D:7QPecszFdotRumoewatlfLyMy1 I-z7gTUYxuOdUBMnvd_hdrCgZMEi Ulc8NraPav4ozVROQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-115, 3-9=-80, 3-5-80, 6-8-30 Concentrated Loads (lb) Vert: 3=-227(F) 7=-368(F) 11-135(F) 12-135(F) 13=-135(F) 14=-71 IF) 15=-71(F) 16=-71(F) i ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexdndrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340267 73195 GRT HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5• 2-7-13 5- 2_ 7-11 7.00 12 3x8 i 3x4 i 4 ID:7QPecszFdotRumoewatlfLyMy11- ityWgxc2 xupYP84lt5aR5xELbH p3JScEzVROP 7-4-0 10-4-8 15-0-11 17-8-8 18.1-12 4-8-3 3-0-8 4-8-3 2-7-13 -5-d 4x8 = Scale = 1:32.8 4x5 = 5 24 6 3x8 7 8 3x4 Lj 14 13 25 12 3x6 II 15 3x6 II 3x6 = 3x10 = 11 3x6 11 , 3x6 I 3x4 2-4-0 2 7- 3 7-4-0 10-4-8 15-0-11 1 -4 17.8-8 2-4-0 0-3- 3 4-8-3 3-0-8 4-8-3 0-3.13 2-4-0 Plate Offsets (X Y)-- r2'0-3-5 0-0-61 r5'0-5-8 0-2-01 r9:0-3-5 0-0-61 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.04 12-14 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.05 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) -0.01 11 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 109lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-15,7-11: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 15=1563/0-7-10, 11=1563/0-7-10 Max Horz 15=33(LC 6) Max Upliftl5— 2254(LC 4), 11=-2254(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe TOP CHORD 3-4=-399/300, 4-5=-1141/1611, 5-24— 894/1495, 6-24— 894/1, 7-8= 399/299 BOT CHORD 2-15=-218/386, 14-15=-193/369, 13-14=-1416/894, 13-25=-14 11-12— 217/385, 9-11=-217/385 WEBS 4-15— 1405/2078, 4-14=-1547/1103, 7-12= 1546/1103, 7-11 BRACING - TOP CHORD BOT CHORD shown. 95,6-7=-1141/1611, 6/894, 12-25=-1416/894, 406/2077 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2'psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,`� �p,S q� nn �,� C-C Extedor(2); cantilever left and right exposed ; Lumber DOL=1.60 plate drip DOL=1.60 ♦ C 3) Provide adequate drainage to prevent water ponding. ��`r ••'• G E N & 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ' �••••• �� 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will= No 39380.., fit between the bottom chord and any other members. • 6) Provide mechanical connection (by others) of truss to bearing plate capablelof withstanding 2254 lb uplift at joint 15 and 2254 lb uplift2-1 joint 11. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 882 lb up at 7-44. E and 40 lb down and 251 lb up at 8-10-4, and 174 lb down and 882 lb up at 10-4-8 on top chord, and 362 lb down and 647 lb up at 7-4 P1�; and 19 lb down and 30 lb up at 8-10-4, and 362 lb down and 647 lb up at ;10-3-12 on bottom chord. The design/selection of such ��(� 0 R Q••••=tip connection device(s) is the responsibility of others. ��j, V S1 • • • • • • • • �� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A, �� %%% LOAD CASE(S) Standard fill 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 Uniform Loads (pit) Mrrek USA, Inc. FL Cert 6634 Vert: 1-5=-80, 5-6= 80, 6-10=-80, 16-20_ 30 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 reV. 10/03/2015 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon paramdters 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 Individual truss web and/or chord members ody. 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 fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems, se0ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge Lifestyle T834D267 73195 GRT HIP 2 1 Job Reference (optional) .. 1- 1. , - 1 I •G'l.- -19 P- 9 Uhambers I fuss, von vierce, M LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5= 174(F) 6= 174(F) 14=-362(F) 12=-362(F) 24=-40(F) 25=4(F) ID:7QPecszFdotRumoewatlfLyMyi I-SJ6rityW9xc2—xUpYP84lt5aR5xELbH_p3JScEzVROP ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFER — PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. gracing 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, seeANS1/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexantlda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340268 73195 J1 MONO TRUSS �12 1 Job Reference (optional) i...l....,.1,... I..,. Thu Mar 31 11:53:08 2016 Pane 1 Chambers Truss, Fort Pierce, FL Adequate Support '.00 F12 I D:7QPecszFdotRumoewatl fLyMyl I-SJOrityW 9xc2_xupYP84lt5dm5x6LnQ—p3JScEzVROP 3x4 i 1-11-n-0H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 2: (lb) - Max Harz 2=289(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 3, 4 except 1=-1-1 Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 1 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except Scale=1:18.4 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 10. 4), 2_ 296(LC 4) LC 9), 2=618(LC 9) shown. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 l 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 alive load of 20.Opsf on the bottom chor in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=lb) 1=178, 2=296. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ,,,��r11111Y111/0�, ONS A. A4'e4�'. � r No 39380...-;�� A E /O N A` Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTek` Is always required for stability and to prevent collapse with posslble personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340269 73195 J1T MONO TRUSS 6 1 Job Reference (optional) 2016 Dann 1 Chambers Truss, Fort Pierce, FL 0-5-4 3x5 11 ID:7QPecszFdotRumoewatlfL;N yi1-wV;Bv6;9wFkvb53066fJH5efZVDP4Ag82j308gzVROO 3-4.0 3x5 11 12 4 3x4 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.00 7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.00 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) -0.13 5 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 5=-332/Mechanicai, 6=-546/Mechanical, 7=1264/0-7-1 Max Horz7=250(LC 4) Max Uplift5=-364(LC 10), 6=-546(LC 1), 7=-2061(LC 4) Max Grav5=490(LC 4), 6=827(LC 4), 7=1426(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when} shown. WEBS 4-7=-712/863 Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 5=364, `%%�,OPS A. A(I,�e I* 6=546, 7=2061. 1 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V F•• ,� No 39.380, E % 4��Llllllt►1��1 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this 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 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, SeeANSI%TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexanddcL VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340270 73195 J3 MONO TRUSS I 12 1 Job Reference (optional) unamoerS i rusS, ran rice, rL 3-6-0 I D:7QPecszFdotRumoewatlfLyMy1 I-wvyDv Dz8W Fkvb53066fJ H5eoEVHi4Eg82j308gzVROO 3 �.00 F12 m CP 2 4 3x4 i Adequate Support Required 3-0.0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 4-7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.00 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 2=0- (lb) - Max Horz2=412(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-170(LC 4 Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 1=2 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4..' C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconc 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chore 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 and 286 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used Scale: 1/2°=1' PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 10. 3— 154(LC 4), 2= 286(LC 4) 1(LC 9), 2=622(LC 9) shown. BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; Tent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will withstanding 170lb uplift at joint 1, 154lb uplift at joint 3 `e,`, PS� Arr'A�e�ii the analysis and design of this truss. N No 39380.._ H i N E ;�L• `�% rrnrr� Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon paramefers 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 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 the MiTek fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job ss russ ype ty y Harbor Ridge Lifestyle T8340271 73195 �J: MONOTRUSS 8 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x5 11 3x4 12 2x3 11 2x3 11 /b40 s Nov i 0 20IJ MI I uk II IUUsllltl5, II IU, cv ye ID:7QPecszFdotRumoewatlfLyMy11-zjO3Sp8_dgKf8nK11RcR2Eo Z_EnFf7SNrw4TPzV3st -0 Scale=1:23.0 2-4-0 1 0-3-13 2-8-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) -0.24 5 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 5=7/Mechanical, 6— 59/Mechanical, 7=65810-7-10 Max Horz 7=379(LC 4) Max Uplift 5= 90(LC 5), 6=-59(LC 1), 7=-948(LC 4) Max Grav 5=176(LC 6), 6=89(LC 4), 7=766(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 3-4=-361/288 BOT CHORD 2-7=-283/379 WEBS 4-7= 575/617 BRACING - TOP CHORD Sheathed or 5-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1j; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr�nt 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 90 lb uplift at joint 5, 59 lb uplift at joint 6 and 948 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in Ithe analysis and design of this truss. i i No 39380..._ r - • AS E ��a• Thomas A. Alba it PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 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, s0aANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340272 73195 JS MONO TRUSS I 11 1 Job Reference (optional) o c � i Chambers Truss, Fort Pierce, FL 3-6-0 Adequate Support Required 7.00 FIT 4x8 G r.ovu s oey 4u co,a M i on u. ,, Us,,o5, ,,,, ,,,,, ,,,a..,, �.. �., ...n., I D:7Q PecszFdotRumoewatlfLyMy1 I-OiVc7Z_mh,YtlD FeCfgBYq l BxlvXGphwHGNoZh6zVRON 5-0-0 5-0.0 Scale = 1:29.9 Plate Offsets X,Y -- 2:0-1-13 0-2-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(rL) -0.08 4-7 >748 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 2=0- -10. (lb) - Max Harz 2=541(LC 4) Max Uplift All uplift 100 Ito or less at joint(s) 4 except 1=-131(LC 4), 3=-263(LC 4), 2= 386(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 3=296(LC 6), 2=832(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 l 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. ��,,' CJ A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 1 =1 31 ,,, �P , 3=263, 2=386. `,� �Q •' . G j1 f 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �. ; �,� S�`••, No 39380..-;� e E {1/ Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify 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 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandrfa, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340273 73195 J5A MONO TRUSS 1 1 Job Reference (optional) Y53' 016 P 1 Chambers Truss, Fort Pierce, FL 4x5 = 12 5-0-0 FO:6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 1 age I D:7Q P ecszFdotRumoewatI tLy Myl I-OiVc7Z_mhYtlD FeCfg BYq l BxvvaUphwHGNoZh6zv RON Scale = 1:20.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.07 3-6 >859 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.13 3-6 >463 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) I Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP NO.3 REACTIONS. (lb/size) 2=1 71 /Mechanical, 3=96/Mechanical, 1=267/0-7-10 Max Harz 1=317(LC 4) Max Uplift2=-287(LC 4), 3=-58(LC 4), 1=-129(LC 4) Max Grav2=330(LC 6), 3=137(LC 6), 1=339(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.21 C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord 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 i , 1=129. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used ii BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. shown. BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; nt with any other live loads. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will withstanding 100lb uplift atjoint(s) 3 except Qt=lb) 2=287 ��Aer',,e�i the analysis and design of this truss. \ G E N g q2 �� No 39380...��' E •. . ,p Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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 muses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340274 73195 J5T MONO TRUSS 6 1 Job Reference (optional) —a KAT I,.rl„ef.ine inn Th,, Mar'31 11-RrAl1 9016 Pane 1 Chambers Truss, Fort Pierce, I-L 7,00 12 I D:7QPecszFdotRumoewatlfLyMy1 I-s u3_Kv?OSs?crPCO DXinM Wj6FJxkY5mRV1 Y7DZZVROM LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.07 6-7 >811 240 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 6-7 >919 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.24 5 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) I LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 5=120/Mechanical, 6=22/Mechanical, 7=683/0-7-10 Max Horz7=492(LC 4) Max Uplift5=-263(LC 5), 6=-3(LC 5), 7=-848(LC 4) Max Grav5=337(LC 6), 6=120(LC 6), 7=814(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-337/268, 3-4=-519/420 BOT CHORD 2-7=-377/492 WEBS 4-7=-741/734 shown. Scale = 1:28.9 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=�.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,�� A. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chor in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N1, w n Ps fit between the bottom chord and any other members. ,ems �.0 ••�G E N S • 4) Refer to girder(s) for truss to truss connections. Fes'.• 5) Provide mechanical connection (by others) of truss to bearing plate capable;of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=264% 7=848. NO 39380. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d t S E 40 10 N A� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6&M 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parambfers shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/on 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 73195 IJ7 MONO TRUSS 14 T8340275 Adequate Support Required 7.00 12 Page 1 'DZZVROM Scale = 1:35.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.12 4-7 >658 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.27 4-7 >304 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 3 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 1=Mechanical, 2=1 (lb) - Max Horz 2=651(LC 4) Max Uplift All uplift 100 Ib or less atJoint(s) 1, 4 except 3=-361 Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 3= FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 10. 4), 2= 509(LC 4) 8(LC 9), 2=1075(LC 9) shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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. ,,Itil l l l l if /its, 4) Refer to girder(s) for truss to truss connections. i 5) Provide mechanical connection (by others) of truss to bearing plate capableiof withstanding 100 lb uplift at joint(s) 1, 4 except at--lb)``>>� �PS A A4B 3=361, 2=509. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this mass. ;��.�'�;.'�,\G N S�`•. ��j�i�I No 39380 E �U i0 IV•� 'hill 11110", Thomas A. Alban) PE No.39380 MITek USA, Inc. R- Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify 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/of chord members only. Additional temporary and permanent bracing Mffek• 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340276 73196 JA MONO TRUSS 1 1 [job Reference (optional) Chambers Truss, Fort Pierce, FL Adequate Support Required 7,00 F12 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:53:11 2016 Page 1 I D:7QPecszFdotRumoewatlf LyMy1 I-su3_Kv?OSs?crPCODXinM Wj5AJrLY4W RV1 Y7DZZVROM 1-8.0 1 1-8-0 3x5 i 6 3x5 11 6x8 = Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.02 1 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection; in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 6=0-3-8. (lb) - Max Horz6=559(LC 5) Max Uplift All uplift 100 lb or less at Joint(s) 3 except 1=-205(LC 4), 6=-231(LC 7), 4=-745(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 3 except 6=470(LC 5), 4=71 O(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whe 'shown. TOP CHORD 2-6= 626/400 BOT CHORD 5-6=-421/386 WEBS 2-5=-920/1003 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); end vertical left exposed; Lumber DOL=1.60 plate grip DOL 1.60 0`'111� 111111111 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcuIrrent 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 `ee O�P •S A. • q4 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ,��,`� •.�� G E N . .- 92j ice, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 1=204 , 6=231, 4=745. No 39380. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rE �/• .. Z. Thomas A. Alban) PE No.39380 Ml7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date - April 4.2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaflon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 73195 1JA7 MONO TRUSS 0 am T8340277 F 6x6 = 7.b0 12 7-0-0 s Sep 29 2015 2 3 Scale = 1:26.2 Plate Offsets (X Y)-- r1:0-1-12 0-3-11 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.11 3-6 >725 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.21 3-6 >383 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 29lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=209/Mechanical, 3=167/Mechanical, 1=378/0-7-10 Max Horz 1=434(LC 4) Max Uplift2=-346(LC 4), 3=-112(LC 4), 1=-187(LC 4) Max Grav2=403(LC 9), 3=241(LC 6), 1=483(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcl 3) ' This truss has been designed for a live load of 20.0psf on the bottom chorr 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 3=112, 1=187. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. shown. ; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.18; rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will withstanding 100 lb uplift at joint(s) except Qt=lb) 2=346, PS, Ar,A(nn��e, the analysis and design of this truss. ��,�`rO �G N S1�`•• .J,s�� i No 39.380..�: E 01 OW — Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/orphord 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 taus systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340278 73195 JB MONO TRUSS 1 1 Job Reference (optional) C Pao! Chambers Truss, Fort Pierce, FL Adequate Support Required 7.00 F12 7.640 s oup cs cv io 10 on uwu>„eo, one. ,�, I D:7QPecszFdotRumoewatlfLyMyl I-K4dMYF?ODA7TSZnanEDOvjGHJj6YHVSakhHgl?zVROL 0-11-1 ' 0-8-15 3x5 11 6x8 i 3 3x4 1 6 3x5 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 20.O Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 7 >999 240 TCDL 20.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 HOrz(fL) -0.12 1 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical, 6=0 (lb) - Max Horz 6=559(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1=-184(LC 4 Max Grav All reactions 250 lb or less at joint(s) 1 except 4=381 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except TOP CHORD 2-3=-307/347, 2-7=-427/316 WEBS 3-6=-1176/930, 2-6=-1378/1502 0. Scale = 1:23.0 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. 4=-482(LC 5), 5=-464(LC 5), 6=-220(LC 7) -C 7), 5=341(LC 7), 6=635(LC 5) shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2); cantilever left exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconciarrent 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 A. fit between the bottom chord and any other members. ,�1�Oop S '44e 4, 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 1, 482 lb uplift at joint 4, ,% ' - *,\ G E N 464 lb uplift at joint 5 and 220 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. = No 39380...-_-� 00 E tl tr�eS,0 N Thomas A. Alban) PE No.39380 MFrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify 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. Addillonal 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job buss II�� Grp= ---- T8340279 73195 JD MONO TRUSS 9 1 I,.L. �efornnrc !nn}innall 7.00 4x4 i 3x8 11 5-2-0 6x8 i 7 2x3 11 3x6 tl 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 7 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.90 Vert(rL) 0.00 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 4=-0/Mechanical, 7=463/1-4-0, 6=94/1-4-0 Max Horz4=-448(LC 4), 7=775(LC 4) Max Uplift7= 795(LC 4), 6=-266(LC 4) Max Grav7=463(LC 1), 6=468(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2= 279/603, 2-3=-623/453, 3-4= 390/279 BOT CHORD 1-7=384/614 WEBS 3-6=-615/670 shown. Scale = 1:24.9 PLATES GRIP MT20 244/190 Weight: 31lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 t�1111.1i/�/ 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu�rent with any other live loads.A. 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 `�� A PS A4 fit between the bottom chord and any other members. .2. G E•N '9 4) Refer to girder(s) for truss to truss connections. .'• �.� `sF•'•, L/ �i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 7 and 266 lb uplift at No 39380.. joint 6.—�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E� 06ONA1-�, `% I lilt ThomasA. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with Mlrek® conneclors. 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 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 JOD iivaa T8340280 73195 JU MONO TRUSS 8 1 L _ ,,.......,, i.s,.....,n 0-5-4 1-4-0 3x4 i 7.00 F12 i15 MiTek Industries, Inc. Thu Mar 31 11:53:13 2016 I -oH BklbOe_T FK4iMnLykFSxpQ R6TM 02g kzLi Scale = 1:10.8 axe I I Provide bearing connection(s) to resist horizontal reaction(s) shown. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.01 7 n/r 120 TCDL 20.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.03 7 rift 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-7-5 REACTIONS. (lb/size) 3=-0/Mechanical, 4=1 81 /Mechanical Max Horz3=-226(LC 4), 4=336(LC 4) Max Uplift4= 377(LC 4) Max Grav4=251(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when' shown. BOT CHORD 2-4— 219/336 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for live load of 20.Opst on the bottom chordi in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. �%wp ,,®�'� PS A 4) Refer to girder(s) for truss to truss connections. 11 � `V` '• �e Ie, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 4. % 'E� N ' • .9 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ;� �•�,�C' `SF••., Lj pis No 39380. S E Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 i ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify 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 MiTeW 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 1r1SS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ridge Lifestyle 73195 Jul MONO TRUSS I �Q�Plyldaibor ob Reference (optional) Se.. 29 2915 M-7-k Industriwc Inc. Thu Mar 31 11,53:13 2016 Paae 1 Chambers Truss, Fort Pierce, FL 3x8 11 4x4 7.60 F12 4-6-0 ID:7QPecszFdotRumoewatitLyMy11-oHBklb0e_TFK4iMnLykFSxpQV6beO?PkzL1 DHRzVROK 3x5 11 4 6 3xs 11 Scale = 1:20.6 Provide bearing connection(s) to resist horizontal reaction(s) shown. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.03 5 >150 240 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.03 5 >166 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(rL) 0.00 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 4=0/Mechanical, 6=483/Mechanical Max Horz4=435(LC 4), 6=719(LC 4) Max Uplift6=-971(LC 4) Max Grav6=653(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2=-290/686, 2-3_ 741/505, 3-4= 378/239 BOT CHORD 1-6=-443/719 WEBS 3-6=-557/703 shown. PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,`,��{91111►►//�, 3) Ths truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,>> ONS A. 44 �� 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 ,,e% 0 ,. G E N S •,_ 92,�i fit between the bottom chord and any other members. �. F / i 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 971 lb uplift at joint 6. No 39380. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * L op �0�4 ,ss/ONAL�e � ►►Irlllul� Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �� 7 Design valid for use oNy with MITek6 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 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/or1chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, se0ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. p fuss rUss ype ty y Lifestyle T8340282 73195 JUA MONO TRUSS 8 �abidge erence (optional) nl.o, �n om5 MiTok In.u...... Inn Mn Anr 04 1D,3B27 2016 Paae 1 Chambers Truss, Fort Pierce, FL 43x8 II 7.0.6 F12 ID:7QPecszFdotRumoewatlfLyMy1 I-gUYKFSIT7k8MKwavRyMkjEj02EGzbDTj?xoUoyzU86Q 3x5 11 Scale=1:14.4 2 3 2x3 II Provide bearing connection(s) to resist horizontal reaction(s) shown. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0,57 Vert(TL) -0.02 3-4 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-0/Mechanical, 3=255/Mechanical Max Harz 2= 188(LC 4), 3=341(LC 4) Max Uplift 3= 535(LC 4) Max Grav 3=345(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-5= 357/245 BOT CHORD 3-4=-232/365 WEBS 2-3=-279/328 BRACING - TOP CHORD Sheathed or 2-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= 2psf; BCDL=3.Opsf; h=46tt; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed; Lumber DOL=1.60 plate drip 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 ini all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=535. 1 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. A",q��, ,` O� S Ce'9 ,'��e No 39380... ' • ' E •�U # Ai yE ��%% Thomas A. Alberti PE Na.39380 Mrfek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO 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 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss truss type Qty Ply Harbor Ridge Lifestyle T8340283 73195 JUD MONO TRUSS 5 1 Job Reference optional Chambers Truss, Fort Pierce, FL 4x10 11 4x4 i 7.q0 Fi2 5-2-0 /.640 NU 10 2015 N. �tfn a vuau va, , ,�. iv,.,,, nN, v„v.u, .", '..,' , ., o ID:7QPecszFdofRumoewatlfLyMy11-BemxckkcybLtpr33klXyrXp,StiX_gNnyQnf2Bdz 878 4x5 11 3 Provide bearing connection(s) to resist 4 horizontal reaction(s) shown. 3x6 11 Scale=1:23.8 Plate Offsets (X,Y)-- LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 f1.0-3-8 Edgel SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPl2007 I CSI. TC 0.75 BC 0.65 WB 0.24 (Matrix-M) DEFL. in Vert(LL) -0.06 Vert(TL) -0.20 Horz(TL) 0.00 (loc) I/defl Ud 4-7 n/r 120 4-7 n/r 120 n/a n/a PLATES GRIP MT20 244/190 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 4-7-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 SP No.2 2-6-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=0/Mechanical, 4=564/Mechanical Max Horz 3=-642(LC 4), 4=979(LC 4) Max Uplift 4=-1195(LC 4) Max Grav 4=760(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when s own. TOP CHORD 1-2=-258/757, 2-9=-1011/675 BOT CHORD 1-4=-635/1013 WEBS 3-4=-641/822 NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf,1 BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=1195. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. .,,.....,. e i� • No 39380._._• e s � icedo ti % Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 1141I-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek8 connectors. This design Is based only upon parometp rs 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 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 for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340284 73195 K SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3-6-0 5x8 = 7.00 12 3 4x6 i 2 1 � � o 0 0 21 20 5x12 MT18HS 11 4x5 = Adequate Support Required I D:7QPecszFdotRumoewatlfLyMy1 I-kfJVAH2vW 5V2JOW 9SNmkXMuhMw9xUj60Qf W KMKzVR01 6-4-9 ' 6-4-9 . 1 4-7-14 6-4-12 7x8 MT18H$= 3x4 II 19 18 5x8 MT18HS= 7x10 6x10 = 6x10 MT18HS= 12 6-8-4 4x4 = 6x8 = 6x12 = 15 14 13 12 6x10 MT18HS = 5x8 MT18HS = 3x4 11 4x6 = 17 16 M 18HS= Adequate Support Required 23 3x4 11 10 ; 11 22 Scale = 1:84.2 Plate Offsets (X Y) f3:0 6 4 0 2 41 f5:0 5-4 Edgej f6:0-6-12 0-3-41 f8:0-4-0 Eddej f11:0-4-8 0-2-01 f15:0-5-12 Edgej f17.0-3-8 0-3-81 f21:0-1-8 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.34 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.50 16 >323 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.69 22 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.61 16 >791 240 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-3,3-5: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. 18-21: 2x6 SP No.2, 16-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 10-22, 3-19, 5-19, 5-17, 15-17, 9-11, 9-14 WEBS 2x4 SP No.3 `Except` MiTek recommends that Stabilizers and required cross bracing 10-22,15-17,7-14,9-12,9-11,6-15: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=79/Mechanical, 21=2426/0-7-10, 22=2207/0-3-0 Max Harz 21 =787(LC 5) Max Upliftl= 138(LC 4), 21= 1833(LC 4), 22=-1732(LC 4) Max Grav1=170(LC 7), 21=2959(LC 9), 22=2598(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 2-3=-2354/1500, 3-4=-4318/2880, 4-5— 4318/2880, 5-6=-8629/5 12, 6-7=-7662/5070, 7-8=-6607/4455, 8-9=-6607/4455, 11-22= 2598/1732, 10-11=2 7,2/227, 2-21=2934/1842 BOT CHORD 20-21=-666/611, 19-20=-1559/2137, 18-19=-3743/5766, 17-18=13743/5766, 14-15= 4455/6607, 13-14=-2800/4133, 12-13=-2800/4133, 11-12= 2800/4133 WEBS 3-20= 10321750, 3-19=-1894/2907, 4-19=-678/698, 5-19= 1610/809, 5-17— 4156/2944, `," 9---117-46498316i, 2 20=-1280/2165, 9 145 1895/2834, 6-15=-2 15/36239-12=0/334, ,��% PS A q4 %Q e I� NOTES- ,��••••\G E IV 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18- �••••.� �i C-C Exterior(2) -3-5-4 to 16-5-2, Interior(1) 16-5-2 to 21-0-8, Exterior(2) 21-0-8;to 36-0-8; end vertical left exposed; Lumber DOL=1.60NO 39380. plate grip DOL=1.60 �k �- 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. E 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 ��, • jV . fit between the bottom chord and any other members. �i •� �� 6) Refer to girder(s) for truss to truss connections. ��, �S • O R 1 �.•� G�,�� 7) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof bearing surface. �I,, s� • �� ,� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 1, 1833 lb uplift at joint off Nl i s ttt�� 21 and 1732 lb uplift at joint 22. Thomas A. Albani PE No.39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used inithe analysis and design of this truss. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R- 33610 Date; April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the buliding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• building design. prevent of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP,II Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340285 73195 K1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-0-0 6-4-9 r.G40 s Sep ze zvio Mi I ex inousiries, inc. Thu mar 31 , ,53. 5 cv iv roqu r I D:7QPecszFdotRumoewatlf LyMyl 1-kfJVAH2vW 5V2JOW9SNmkXMuhGw7H UkwOQf W KMKzVROI 6-4-12 6-8-4 Scale = 1:77.6 71 MT18HS= 3x4 II 3x4 II 6x8 = 6x12 = 3x4 II 8x14MT18HS— 5 6 7 8 22 9 5x8 = 7.00 12� 3x4 II 2 3 I m 4x5 i 1 _ 14 13 12 11 4NE m 2x14 MT18HS I I 5x8 MT18HS — 3x4Ch I 4x12 = 21 20 19 18 17 16 15� 5x8 MT18HS 11 4x5 = 4x6 = 5x8 = 6x10 MT 8HS = Adequate Support Required 5-0-0 11-4-9 17-9-2 21-0-8 27-5-12 30-7-14 33-10-8 40O 6-12 5-0-0 6-4-9 6-4-9 3-3.6 6-5-4 3-2-2 3-2-10 6-Bd Plate Offsets (X Y)-- 11:Edge 01-121 (2:0-5-8 0-2-01 (5:0-5-4 0-3-81 (7:0-4-0 Edgbl'110:0-4-8 0-2-01114:0-3-8 Edgej (16:0-2-12 0-2-0j (20:0-0-14 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.34 15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.52 15 >318 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.75 21 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.61 15 >786 240 Weight: 270lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puriins, except 1-2,2-4: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP M 30 `Except` WEBS 1 Row at midpt 9-21, 2-17, 4-17, 4-16, 14-16, 5-13, 8-10, 2-17,4-17,4-14,5-13,1-20,1-19,8-13: 2x4 SP No.3 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=2215/0-7-10, 21=2215/0-3-0 Max Horz 20=451(LC 5) Max Uplift20= 1667(LC 4), 21=-1744(LC 4) Max Grav20=2673(LC 9), 21=2582(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-2553/1633, 2-3=-3960/2705, 3-4=-3960/2705, 4-5=-8689/5823, 5-6= 6565/4506, 6-7=-6565/4507, 7-8=-6565/4507, 10-21-2582/1744, 9-10— 274j229, 1-20=-2608/1674 BOT CHORD 19-20— 495/440, 18-19=-1670/2303, 17-18=-1670/2303, 16-17=-3283/4880, 13-14=-5141l7578, 12-13=-2820/4099, 11-12=-2820/4099, 10-11i=-2820/4099 WEBS 2-19=-865/689, 2-17=-1562/2335, 3-17=-668/689, 4-17=-10704'8, 4-16=-5343/3785, 8 10=-46110 3183, 11 94-1385/2239, 85 33-19322 824, 5-14—28725, 10/4 00 37, 11=0/331, ,`O�,O\�`�S•'/y' • ��e �,�II NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 1CDL=4.2pst; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1Fz NO 3938Q.._— C-C Exterior(2) 0-1-12 to 17-9-2, Interior(1) 17-9-2 to 21-0-8, Exterior(2) 21-0-8 to 36-0-8; Lumber DOL=1.60 plate grip DOL=1.60~`� 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. -0 4) The Fabrication Tolerance at joint 14 = 12% E • {C/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - (V 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 i, fit between the bottom chord and any other members. �S ° � Q R l D-" mow 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/ I HI 1 angle to grain formula. Building designer should verify capacity �i� S ° •' of bearing surface. �/� �ONpLE 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1667 lb uplift at joint 20 and 1744 lb uplift at �II1 ! 1100*** joint 21. 1 Thomas A. Albani PE No.39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek9 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 applicability of design 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Type Qty Harbor Ridge LifestyleT8340286 T"IUESISIAL 1 �72 ob Reference (optional) .. I.... Thu tiler 31 11:53:16 2DI6 Pwnn 1 Chambers Truss, Fort Pierce, FL 6-6-0 6-4-9 I.—a..P as cvi nm on m..,.s ;as, ,,,... ��... �.�... .,� ._ _a_. I D:7QPecszFdotRumoewatltLyMy1 I-DrttNd2XGOdvxA5MO4lz3ZRvwKZ2DCwAfJFtumzVROH 6-10-5 7-1-13 Scale = 1:79.2 5x8 IVIT18HS i 3x6 = 4x5 = 5x8 = 10x10 — 5 6 7 8 .22 9 7.00 12 2 3 4x6 i m 1 14 10x14 MT18HS II 13 12 11 m 5x6 WB= 4x10 = 21 20 19 18 17 23 76 15 3x6 13x6 = 3x8 = 6 8= 6-6-0 12-10-9 19-3-2 21.0.8 27-11-5 34-9-9 41-11-6 6-6-0 6-4-9 61-9 1-96 6-10-13 6-10-5 7-1-13 Plate Offsets (X Y) f2:0 6-0 0-2-41 (4:0-5-4 Edgel (5:0-4-0 0-1-111 (14:0-3-8 Edite) I16:0-3-4 0-1-81 (20:0-0-12 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.58 Vert(LL) -0.26 15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.97 13-14 >515 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.58 21 n/a n/a BCDL 15.0 Code FBC2014TFP12007 (Matrix-M) Wind(LL) 0.48 15 >999 240 Weight: 538lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 9-21,2-19,3-17,4-16,14-16,4-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=2291/0-7-10, 21=2291/0-3-0 Max Horz20=458(LC 5) Max Uplift20= 1733(LC 4), 21=-1803(LC 4) Max Grav20=2879(1-13 9), 21=2692(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s TOP CHORD 1-2=-2996/1850, 2-3=-4004/2705, 3-4=-4004/2705, 4-5= 10028/E 6-7=-4461/3045, 7-8=-4461/3045, 8-22=-4461/3045,,9-22=-4461, 9-10=-2585/1812, 1-20= 2791/1745 BOT CHORD 19-20=-540/502, 18-19=-1836/2646, 17-18=-1836/2646, 17-23= 16-23= 3105/4622, 5-14=-3502/5370, 13-14— 5791/8565, 12-13= BRACING - TOP CHORD BOT CHORD WEBS 5-6— 7108/4868, , 10-21=-2692/1803, 105/4622, 4869n108, Structural wood sheathing directly applied or 4-11-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 9-21, 4-16 11-12= 4869/7108 WEBS 2-19= 654/584, 2-17=-1349/2009, 3-17=-665/687, 4-17=-786/445, 4-16=-10433/7192, 61433i ,,e�>lItA�1111j1//10� `1<�`' rS A �`eA,,�I 61 16-2999/206738- 11 679 6b369611 —3 86/ 9418110 19 443367 •• NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. j No 39380.._o Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. a 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 p A E • • (L indicated. �� connections have been provided to distribute only loads noted as (F) or (B), unless otherwise 7 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; o C-C Exterior(2) 0-1-12 to 19-3-2, Interior(1) 19-3-2 to 21-0-8, Exterior(2) 21-0-8 to 36-0-8; Lumber DOL=1.60 plate grip DOL=1.60do • 4) Provide adequate drainage to prevent water ponding. MT20 otherwise indicated. • • • • • •' �� , �j� fssi; �l, N AL 5) All plates are plates unless 6) All plates are 3x4 MT20 unless otherwise indicated. 11111 l 1l111�� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Thomas A. Albanl PE No.3938D fit between the bottom chord and any other members, with BCDL =15.0psf. I ANSl1TPI 1 to formula. Building designer should verify capacity d. TCert mpa 8904 Parke East Bivd. Tampa FL 33610 69Dek USA, Inc. Blvd. 9) Bearing at joint(s) 21 considers parallel to grain value using angle grain of bearing surface. Date: Anril A 901 F 10) Nroviae mecnanical connection (Dy OtnerS) Or truss to Dearlrtg p,-,- capsule oI w-RACLI IUu ly I /00 IV UFAIIL —1VII IL — qI IV I VVV IV uNluL ��rt�� pr1 p aa ® WARNING - Verify design parameters annJUAD NOTES DN 6 AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10103/2015 BEFORE USE. for MITekG connectors. This design Is based only upon parameters shown. and Is for an individual building component, not Design valid use only wllh at russ 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. Additional temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage. delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Litestyle T8340286 73195 K2 SPECIAL 1 2 Job Reference (optional) Chambers Iruss, Fon Fierce, I-L NOTES- 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in I D:7QPecszFdotRumoewatltLyMy1 I-DrttNd2XGOdvxA6M04lz3ZRvwKZ2DCwAfJFtumzVRO H analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MZI-7473 rev. 101031201E BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parametersshown, 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 Individual truss web and/or choid members only. Addlflonai temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Mexandflat, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340287 73195 K3 SPECIAL 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-10-12 7.00 12 3x4 i 2 3x4 II 1 4-7-4 5x6 = 4x10 = 5-9.4 7.6405 Sep 292015 N." ek uluumues, Inc. w u ma. .a, ,.w.,. w,v , aao, I D:7QPecszFdotRumoewatlfLyMy1 I-h2RFby3gl ilmZKgYaopCcnz8okwlydPJtz?RQCzV ROG 27-9.2 34-8-8 41-11-6 5-6-0 6-11-6 7-2-14 5x6 = 3x8 = 7 8 4x5 = 5x6 = 5 15 14 13 12 25 11 8x12 = 3x6 = 3x4 I I Ja 3x4 = 3x10 = 26 3x4 11 3x4 11 21 Scale = 1:82.7 20 22 23 19 18 24 17 16 6x8 = 3x8 = 3x6 = 4x5 = 3x4 II 9-6-0 15-3-4 21-0.8 2 27-9-2 34-8-8 41-11.6 9-6-0 5-9-4 5-9-4 -2-1 5-6-0 6-11-0 7-2-14 Plate Offsets (X Y)-- (1:0-1-12 0-1-121 f3.0-3-0 0-1-121 (7:0-3-0 0-1-121 (15:0-8-810-5-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.13 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.48 16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.33 21 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.25 16 >999 240 Weight: 622lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except BOT CHORD 2x4 SP M 30 `Except' end verticals. 5-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except` 7-0-11 oc bracing: 14-15 9-21: 2x4 SP M 30 7-5-7 oc bracing: 13-14. WEBS 1 Row at midpt 9-21, 8-10 REACTIONS. (lb/size) 20=2291/0-7-10, 21=2291/0-3-0 Max Horz 20=831(LC 5) Max Uplift20=-1613(LC 4), 21=-1901(LC 4) Max Grav20=3022(LC 9), 21=3016(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 280/174, 2-3=-3305/1930, 3-4=-2864/1785, 4-5=-7641/47161 5-6=-723514388, 6-7= 4382/2585, 7-8=-3830/2371, 10-21=-3016/1901, 9-10= 280/282, 1-20— 372/257 BOT CHORD 20-22=-2002/2776, 22-23= 2002/2776, 19-23=-2002/2776, 18-19�---2480/3790, 18-24=-2480/3790, 17-24=-2480/3790, 5-15=-849/1230, 14-15=-5042/7944, 13-14— 463717422, 12-13_ 1549/2490, 12-25= 1549/2490, 11-25L-1549/2490, 11-26_ 1549/2490, 10-26=-1549/2490 773, 3/4589, WEBS 4-15= 30 1//5000, 5-14451456/1161, 6 13 - 570/2879, 7 13/807/1508, 8-13' 1228/2002, -�AANS' A. q4 4' 8-11=0/459, 8-10— 3597/2239, 2-20=-3284/1824 ♦♦ �`v`. • •""• • �e o0 I NOTES- ,�o�,``Z`,•��G E NSF••'��0000 1 2-ply truss to be connected together with 10d 0.131 "x3" nails as follows: ) p y g ( ) � No 3938 Q... Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. r Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pT,,v E connections have been provided to distribute only loads noted as (F) or (B), unlbss otherwise indicated. o' 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18;.o;� C-C Exterior(2) 0-1-12 to 22-3-2, Interior(1) 22-3-2 to 27-9-2, Exterior(2) 27-9-2'to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 0 �'•, Q R Q�,• �\ ♦,�� 4) Provide adequate drainage to prevent water ponding. �oj is •' • •+ his truss has been designed tom chord ve load nonconcurrent th 6) TThis truss has been desadesigned forali a load off 20. psf on I an the bottom chord in all reaswherle a rectangle 3-6-0 tall by 2-0-0 wide will ,�'�s1� N A�♦ fill ; `♦ fit between the bottom chord and any other members, with BCDL=15.Opsf. I Thomas A. Albanl PE Na.39380 7) Bearing at joint(s) 21 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity MiTek USA, Inc. FL Cert Mof bearing surface. 6904 Parke East Blvd. Tampa FL.33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1613 lb uplift at joint 20 and 1901 lb uplift at joint 21. Date: 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek®connecfors. Ws 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse wllh possible personal Injand proTrty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,'!ANS17TPl j Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandri VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340288 73195 K4 SPECIAL 1 1 1 Job Reference (optional) 7 610 s Se.. 29 2015 MTek Ind„sfticc Inc This Mar Al 11!5A•iA 9MA Pane 1 Chambers Truss, Pon Pierce, FL .._ ._ ., _.,P `_ -_ . _ ..... _.....---...__, ..._. ...- -- _ . I D:7QPecszFdotRumoewatlf LyMyl I-gE_dol4noOtdAU Fk7VKR8_W Dj7CVh5bT6dlLzfzVROF 4-8-1 11-0-0 16-0-4 21-0- 23-9-2 27-9-2 34-8-8 41-11-6 4 8-1 6-4-0 5-0-4 5-0-4 2-8-10 4-0-0 6 11 6 7-2-14 Scale = 1:84.5 5x8 MT18HS= 5x6 = 3x4 11 3x4 I I 5x8 MT18HS = 7 8 9 5x8 = 3x4 II 6x8 = 3 4 5 7.00 12 N O 3x5 i 2 4x5 i 1 14 8xl4 MT18HS = 13 12 23 11 3 24 7x8 = b' 5x6 W8= Cl) = 21 20 19 18 17 22 16 15 5x8 MT18HS I I 4x5 = 4x6 = 3x4 = 6x10 = 3x4 11 4-8-1 11-0-0 16-0-4 21-0-8 23-9-2 27-9-2 34-8-8 41-11-6 4-8-1 6-4-0 5-0-4 5-0-4 2-8-10 4-0-0 6-11-6 7-2-14 Plate Offsets (X Y)-- (3.0-5-8 0-2-01 (4:0-3-8 0-2-81 17:0-5-8 0-2-01 113:0-3-8 0-2-81 (14:0-7-4 Edqel f20:0-0-12 0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.21 14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.83 13-14 >601 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.53 21 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.38 5-14 >999 240 Weight: 318lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc puffins, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 5-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-11 oc bracing. WEBS 2x4 SP No.3 'Except` WEBS 1 Row at micipt 3-17, 3-16, 4-16, 14-16, 4-14, 6-13, 7-13, 9-21,3-17,4-16,14-16,4-14,9-11: 2x4 SP M 30 9-11 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 9-21, 7-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 20=2291/0-7-10, 21=2291/0-3-0 Max Horz 20=831(LC 5) Max Uplift20=-l618(LC 4), 21=-1921(LC 4) Max Grav20=2969(LC 9), 21=2987(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2780/1542, 2-3=-3271/1947, 3-4=-3292/2116, 4-5=-5963/3828, 5-6— 5975/3830, 6-7=-4289/2647, 7-8= 2411/1570, 8-9= 2411/1570, 10-21= 2987/1921 , 9-10= 2814/1935, 1-20=-2908/1621 ``�Illlllee BOT CHORD 19-20_ 8511723, 18-19= 2026/2814, 17-18=-2026/2814, 17-22=-2015/2957, �0%% ,I1^S A. ^t� eo�� 12-23—24216-22=-2015/3799, 57, 51123=32421/3799 14= 385515950, 12-13=-242113799, ,,%�• • WEBS 2-19=-1163l758, 2-17= 11/352, 3-16=-588/974, 4-16— 3330/232J 14-16= 2892/4316, o`�'`.� .•• \,� C' E N S�`C•7' 92j ��s 4-14=-2508/3913, 6-14=-333/343, 6-13=-3553/2362, 7-13=-1809/3080, 7-11= 2051/1257, i 8-11 =-751/780, 9-11=-2269/3480, 1-19=-140512621 No 3 9 3 8 0, ._ -� NOTES- 7� 1) Unbalanced roof live loads have been considered for this design.- 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opst; h=46ft; Cat. 11; Exp C; Enct., GCpi=0.1 % C-C Exterior(2) 0-1-12 to 23-9-2, Interior(1) 23-9-2 to 27-9-2, Exterior(2) 27-9-2;to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 I� �;_ E 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. S .40 R 1 0.•• G�,�� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I� S ' • • •' 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord injail areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��,� �O N AL �.�` fit between the bottom chord and any other members, with BCDL = 15.Opsf. 111/1111110, 7) Bearing at joint(s) 21 considers parallel to grain value using ANSi/TPI 1 angle to grain formula. Building designer should verify capacity Thomas A. Alban) PE No.39360 of bearing surface. MiTek USA, Inc. FL Cent 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1618 lb uplift at joint 20 and 1921 lb uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 21. Date: 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 i ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not ' a truss system. Before use. the building designer must vedly the applicability of design pars eters and properly Incorporate this design into the overall twliding design. Bracing Indicated Is to prevent buckling of Individual truss web 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 property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l' Quallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandrid VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340289 73195 K5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6-7-12 131-0 17-0-4 6-7-12 6-4-4 4-0-4 5x8 MT18HS = 3 5x6 = 7.00 12 3x5 i 2 5x6 i 1 /.640 s Sep 29 20i 5 Mi ek mOusines, inc. i nu mar - 11:53:18 2016 rage! I D:7Q Pecsz FdotRumoewatl f LyMyl I -g E_d o 14noOtdAU Fk7VKR8_W 987 DQh5sT6d k_zfzV RO F 4-8-10 ' 2-0-0 ' 6-11-6 7-2-14 5x8 MT18HS = 3x4 11 5x6 = 7 3x4 II 4x10 = 3x4 II 8x12 = 21 22 13 12 23 11 5x8 =3x6 = 3x4 11 24 20 Scale = 1:82.4 19 18 17 16 15 5x8 MT18HS 11 3x8 = 4x6 = 6x12 = 3x4 I I 6s-7-2 13-0-0 17-0-4 21-0-8 25 41-19 6 -7-112 4-0-4 4-0-4 s-116 7-2-11-4 2-00 - Plate Offsets (X Y)-- f1:0-2-12 0-2-01 13:0-5-80-2-01 17:0-5-8 0-2-Oj (16:0-6-0 0-2'-01 118:0-3-8 0-1-81 f19:0-0-13,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.19 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.69 13-14 >721 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.46 20 n/a n/a BCDL 15.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.30 5-14 >999 240 Weight: 321lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc puffins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 5-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-16, 3-16, 4-16, 14-16, 4-14, 6-13, 7-13, 9-20,4-16,14-16,8-10: 2x4 SP M 30 8-13, 1-18 2 Rows at 1/3 pts 9-20, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=2291/0-7-10, 20=2291/0-3-0 Max Horz 19=831(LC 5) Max Upliftl 9=-1 622(LC 4), 20=-1950(LC 4) Max Grav19=3023(LC 9), 20=2998(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3194/1743, 2-3=-3262/1981, 3-4=-2824/1865, 4-5=-4983/3285, 5-6= 5002/3292, 6-7= 4319/2743, 7-8=-3798/2456, 10-20=-2998/1950, 9-10= 277l280, 1-19= 2932/1633 BOT CHORD 18-19=-892/788, 17-18=-2150/3095, 16-17=-2150/3095, 5-14=-461/468, 14-21= 3102/4732, 21-22=3102/4732, 13-22=-3102/4732, 12-13L1597/2474, `pp��SI Al jl,1l��'�I WEBS 2 183-758 57704216 1-414/343, 3-16 4 550 1015, 491/6 42568/1775, 1491/6 42854/4193, ��,, �\v.p' • • • • • •Abe ��ol 4-14=-1555/2454, 6-14=-466/575, 6-13=-3033/2090, 7-13=-988/1701, 8-13=-1283/1979, ,,��••�,�G E NS�.`•`92j�ojo 8-11=0/439, 8-10=-3574/2310, 1-18=-1379/2676 No 39380..__;�� H NOTES- 1 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ C-C Exterior(2) 0-1-12 to 25-9-2, Interior(1) 25-9-2 to 27-9-2, Exterior(2) 27-9-2'to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 .a 2) Provide adequate drainage to prevent water ponding. v E ° 3) All plates are MT20 plates unless otherwise indicated. v:- 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 inj 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 = 15.Opsf. did S ' °' °"• 6) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �i,� ;O N A� �% of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1622 lb uplift at joint 19 and 1950 lb uplift at Thomas A. Albanl PE No.39380 joint 20. MITek USA, Inc. FL Cent 6634 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tlhe analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon paramefer i 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 Individual truss web and/or chord members only. Additional temporary and permanent bracing �p MOW OW Is always required for stability and to prevent collapse with possible personal Injury and progerfy damage. For general guidance regarding The fabrcaton, storae. delivery, erection and bracing of trusses and trusssyslems. Safefty Inlformation available from Truss Platte Institute- 218 N. Lee Street, Sul te 31 AleNatndd� VVA 2231 q�iterla, D5B-89 and SCSI Building Component Tampa, FL 33610 Blvd. Job Truss Truss Type city Ply =eslyleT8340290 73195 K6 SPECIAL 4 (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2ui a Mi i ex mousmes, Inc. i nu mars, i :53 r a 20 r o raya i I D:7Q1PecszFdotRumoewatlfLyMy11-dQY?Oe5PZJ? UodgxhDrghC3LYXayQXpcLH I UYv5zVROE 7-7-12 15.0.0 21-0:8 27-10-7 34-10-3 41-11-6 7-7-12 7-4-4 6-0'8 6-9-15 6-11-11 7-1-3 Scale = 1:88.1 3x4 II 3x4 11 5x10 = 7.00 12 4x5 = 4x6 = 4x10 = 3x4 I I 3 4 5 6 20 7 8 5x12 MT18HS-;- 2 0 ri 6x10 MT18HS i 1 13 5 = gggTTT 12 70 MT18HS = 22 11 10 x1 23 CP 4x10 = 3x6 = 3x4 II 1s 18 17 16 21 15 14 5x8 MT18HS 11 4x6 = 5x10 = 3x4 11 3x8 = 7-7-12 15-0-0 21-0-8 27-10-7 34-10-3 41-11-6 7-7-12 7-41 6-d-8 6-9-15 6-11-11 7-13 Plate Offsets (X Y)-- 11:Edge 0-1-121 j2:0-6-0 0-3-41 (3:0-7-0 0-2-41 (6:0-3-0 Edge1 (13:0-6-12 0-4-121(17:0-3-8,0-1-81,(18:0-0-12,0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.13 15-17 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.55 12-13 >913 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.41 19 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.24 13 >999 240 Weight: 306lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 1-2: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 'Except' 4-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 8-19,4-12,7-12,7-9,1-18: 2x4 SP M 30 REACTIONS. (lb/size) 18=2291/0-7-10, 19=2291/0-3-0 Max Horz 18=831(LC 4) Max Upliftl8=-1596(LC 4), 19— 1817(LC 4) Max Gravl8=3039(LC 9), 19=2942(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when <. TOP CHORD 1-2= 3335/1775, 2-3=-3179/1928, 3-4=-4381/2955, 4-5= 3723/2, 6-20=-3723/2448, 7-20= 3723/2448, 9-19=-2942/1817, 8-9= 277 BOT CHORD 17-18=-919/827, 16-17=-2173/3192, 16-21=-2173/3192, 15-21=- 4-13= 184/256, 12-13=-2964/4399, 12-22=-1483/2377, 11-22=-1 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. WEBS 1 Row at midpt 2-15, 3-15, 13-15, 3-13, 4-12, 7-12, 1-17 2 Rows at 1/3 pis 8-19, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 3, 5-6=-3723/2448, 34, 1-18= 2940/1610 73/3192, 10-1 1=-1483/2377,10-23=-1483/2377, 9-23=-1483/2377 `'`O WEBS 2-17=-574-12= 9838/757, 5-12=-643/635, 7-12= 1422/198413-1 7-10=0/453/7-it 91-3471/21701l2682, t p�P.S A. II 1-17=-1325/2684 �� •v9 , E I �O.:G N � �, � • •�, S�•••?�' NOTES- 1) Unbalanced roof live loads have been considered for this design. ! NO 39380.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCPI=0.11: C-C Exterior(2) 0-1-12 to 30-0-8, Interior(1) 30-0-8 to 41-9-10; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ^ -p •, •- 4) All plates are MT20 plates unless otherwise indicated. . E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ • - •jV . 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 I. �1 �+ fit between the bottom chord and any other members, with BCDL=15.Opsf. ��j •••; O R 1 �.•• �,��,�� 7) Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle tolgrain formula. Building designer should verify capacityof bearing surface. �i� Ss� • • • • • �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1596 lb uplift at joint 18 and 1817 lb uplift at "0 N Al joint 19. Thomas A. Albanl PE No•39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters sown, and Is for an Individual building component, not andInto permanent overall horl members only. Addlroperly otional temporary design Bracing Indicated Is top event buckling of Individualner must verify the Iltruss web and/orrparameters building system. bracing MiTek* esign.Before Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss ssType Qty Ply Harbor Ridge LifestyleT8340297 73195 K7 ECIAL Plu 4 1 Job Reference(optional 5 LAT,.L r..d„strie- 1— Thu r,A— Al 11.53:20 901E Pone 1 Chambers Truss, Fort Pierce, FL 7-7-12 15-0.0 7-7-12 7-4-4 7x8 MT18HS = 7.00 12 3 5x12 MT18HS i I 2 6x10 MT18HS i 19 18 17 23 5x8 MT18HS 11 4x6 3x8 = ID:7QPecszFdotRumoewatItLyMy11-5d6OD_62Kd7LQnP7FwMvEPbX2xvk90zmaxD51XzVROD 7-10-9 1 7-7-1 5-5-4 4x5 = 4x6 = 5x6 = 3x4 = 421 5 6 22 7 6x8 = 7x10 MT18HS = 13 12 11 3x8 = 5x8 MT18HS= 5x8 = 16 15 5x10 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) -0.15 13-14 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.70 13-14 >719 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.43 20 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.28 14 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 `Except` 1-2: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 'Except' 4-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-11,9-20,14-16,6-8,9-11,1-19: 2x4 SP M 30 REACTIONS. (ib/size) 19=2291/0-7-10, 20=2291/0-3-0 Max Horz 19=1179(LC 4) Max Upliftl9_ 1520(LC 4), 20=-1930(LC 5) Max Gravl9=2953(LC 9), 20=2821(LC 9) PLATES MT20 MT18HS Scale = 1:90.2 4x10 = 3x4 GRIP 244/190 244/190 Weight: 305 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-10 or; bracing. WEBS 1 Row at midpt 9-20, 2-16, 3-16, 14-16, 3-14, 4-13, 6-8, 8-13, 9-11, 1-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sljown. TOP CHORD 1-2=-3228/1680, 2-3=-3053/1814, 3-4= 4271/2935, 4-21=-3396/2255, 5-21= 3396/2255, 5-6=-3396/2255, 8-11=-2462/1877, 7-8=-289/293, 8-9= 3976/2733, 10-20=-2821/1930, 9-10=-2736/1931, 1-19= 2854/1534 BOT CHORD 18-19= 1265/1128, 17-18_ 2439/3325, 17-23=-2439/3325, 16-23T—T-2439/3325, 4-14=-192/319, 13-14=-3293/4518, 12-13=-2679/3915, 11-12=-2679/3915 WEBS 4-13— 5223/962, 6 43/472, 63 7534/11 5, 6-8 20/521, 13934/268918-13= 426/844-16=-2494/349 11=33, 1 2574716670, ♦,♦♦♦��AS' A. qI'I�� 1-18=-1240/2586 + �� 1•��G E N `e NOTES- r 1) Unbalanced roof live loads have been considered for this design. I No 39380, 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 f3: C-C Exterior(2) 0-1-12 to 30-0-0, Interior(1) 30-0-0 to 41-9-10; 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. E 5) The Fabrication Tolerance at joint 3 = 8 /o 1(/ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.0, 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will �y O R 1 0 •• \ �♦ fit between the bottom chord and any other members, with BCDL = 15.Opst. ��I SIS� • •'' • • ��% ♦, 8) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity l,� N A; j,♦♦ of bearing surface. 11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1520 lb uplift at joint 19 and 1930 lb uplift at Thomas A. A16anl PE No.39380 joint 20. 1 MITek USA, Inc. FL Cert 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 i Date: April 4,2016 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REM qANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design for use only W th MITek® connectors. This design Is based only upon parameters hown. and Is for an Individual building component, not valid 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. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and proorty damage. For general guidance regarding the bracing trusses and truss systems, seeANSI/TPI 11 Quality Criteria, DSB-89 and BCSI Building Component MiTek` 6904 Parke East Blvd. fabrication, storage, delivery, erection and of Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340292 73195 KJST MONO TRUSS 4 1 Job Reference (optional) Chambers truss, Fon Yleroe, FL 0-7-7 ' . 3-8-4 I D:7QPecszFdotRumoewatlfLyMy11-5d60 D_62Kd7L6nP7FwMvEPbcMxyW 96KmaxD5l XzVROD 6-11-4 10-3-11 -5-10 3-4.8 ' Scale = 1:26.9 6x8 4.95 12 4 4x4 3 3x4 2 I 3x8 17 6XE 3x6 \ 6 3-2-14 "-4 10-1-7 10 3 11 3-2-14 0-5-6 6-5-3 0-214 Plate Offsets (X Y)-- f2:0-3-4 0-0-21 F6:Edge 0-1-31 I7:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.27 6-7 >295 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 6 n/a n/a BCDL 15.0 Code FBC2014[FP12007 (Matrix-M) Wind(LL) -0.03 6-7 >999 240 Weight: 55lb F1-=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 3-10-11 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=247/Mechanical, 6=409/Mechanical, 7=839/0-10-13 Max Horz 7=1 178(LC 4) Max Uplift5=-768(LC 4), 6= 847(LC 4), 7=-1554(LC 4) Max Grav5=606(LC 7), 6=1031(LC 6), 7=839(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when s own. TOP CHORD 2-3=0/32813-4=-569/180, 4-5= 315/219 BOT CHORD 2-7=-87/835, 6-7=-899/861 WEBS 3-7=-215/779, 4-6=-1213/1267, 4-7= 469/795 NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 t%ttI I I I I fill. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� S A. �� 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 `� O�P .. fit between the bottom chord and any other members. E N "9 4) Refer to girder(s) for truss to truss connections. 0� '� : •�,� `SF•'.?/ �s 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 768 lb uplift at joint 5, 847 lb uplift at joint 6� and 1554 lb uplift at joint 7. NO 39380.. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. p• 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '0 LOAD CASE(S) Standard : Z 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 E Uniform Loads (plf) Vert: 1-2=-80 i�,S . R i Q•'• ��,�� Trapezoidal VertLoads 0(F(p4f0, 6=40) to-5=-206(F= 63, B= 63), 8=0(F=15, B=15)-to-6-77(F=-24, B=-24) A��,�S�0 NA- % Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicaLAIty 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 MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 I9ualtty Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexanddcqVA 22314. Job Truss Truss Type Qty Ply r Ridge Lifestyle T8340293 TJeference 73195 KJ7 MONO TRUSS 6 (optional) Chambers Truss, Fort Pierce, FL m 0 4-11-6 Adequate Support Required 4x6 % 4x11 /.bqu a Sep 29 20i5 MI I ek inauslrle5, Inc. I nu iv— 31 11 153:2, 20 rage I I D:7QPecszFdotRumoewatlfLyMyl I-ZpgmRK6g5xFC2xzJpdt8md8noLJwuZyvobzeZ_zVROC 4-11-5 9-10-1 4-11-5 4-10-12 4.95 F12 13 3x4� 4 3x6 � 12 14 15 7 16 li 2x3 II 3x4 = Scale = 1:34.6 Plate Offsets (X Y)-- f2:0-0-00-2-01 f2:0-2-13 Edgel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.39 Vert(rL) -0.12 6-7 >992 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) -0.02 5 n/a n/a BCDL 15.0 I Code FBC2014/TTP12007 (Matrix-M) Weight: 50 lb FT = 20%b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or a-4-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. All bearings Mechanical except Qt=length) 2=0-10-13, 1=Mechanical. (lb) - Max Horz2=1207(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 5=-398(LC 4), 2 i-756(LC 4), 6=-371(LC 4), 1=-420(LC 4) Max Grav All reactions 250 ib or less at joint(s) except 5=301(LC 18), 2=887(LC 18), 6=516(LC 16), 1=287(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shewn. TOP CHORD 2-11=-1588/888, 3-11=-1378/762, 3-12— 1373/793, 4-12=-1065/640, 4-13=-446/192 BOT CHORD 2-14=-716/821, 14-15= 716/821, 7-15=-716/821, 7-16=-716/821, 6I 16=716/821 WEBS 4-6=-913/797 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 ,�f,� 11� 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e�� is A. q4 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. ♦♦�♦,`'r.•��G E IV 3'�•.9�ij�40� 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 lb uplift at joint 5, 756 lb uplift at joint J No 3 938 • 371 lb uplift at joint 6 and 420 lb uplift at joint 1. • 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down and 196 lb up at 1-6Z, 274 lb down and 196 lb up at 1-6-1, 399 lb down and 228 lb up at 4-4-0, 399 lb down and 228 lb lip at 4-4-0, and 531 lb down and 3i'�� lb up at 7-1-15, and 503 lb down and 302 lb up at 7-1-15 on top chord, and 18 lb down and 99 lb up at 1-6-1, 18 lb down and 99 lb ufr at 1-6-1, 23 lb down and 41 lb up at 4-4-0, 23 lb down and 41 lb up at 4-4-0, and 111 lb down and 78 lb up at 7-1-15, and 70lb down or _ and 54 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. s •. R 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦ • • • . • • • •' • C% LOAD CASE(S) Standard O N A` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Thomas A. Albani PE N0.39380 Vert: 1-9_ 112, 5-9=-80, 6-8=-30 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date; April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MY-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° WH a truss system. Before use, the building designer must verify the applicability of design paramgters and properly Incorporate this design into the overall building deslgn. 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 stabllity 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340293 73195 KJ7 MONO TRUSS 6 1 Job Reference (optional) Chambers I russ, i-on Yierce, tL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=182(F=91, B=91) 12=70(F=35, 13=35) 13= 94(F=-57, B=-37) 1 I D:7QPecszFdotRumoewatlf LyMy1 I-Zpgm RK6g5; FC2x¢Jpdt8mdBnoLJwuZyvobzeZ_zVROC 13=69) 15=29(F=15, B=15) 16= 78(F=-54, 13 -24) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO 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 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 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 inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340294 73195 KID MONO TRUSS 4 1 Job Reference (option 1 Chambers Truss, port Fierce, FL 7x8 11 3-7-7 4x4 12 I D:7QPecszFdotRumoewatlfLyMy11-ZpgmRK6g5xFC2xzJpdt8md8mPLGYuY2vobzeZ_zVROC 7-2-15 3-7-7 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.60 BC 0.60 WB 0.55 (Matrix-M) DEFL. in Vert(LL) 0.00 Vert(TL) 0.00 Horz(TL) 0.06 Wind(LL) -0.00 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2-OE BOT CHORD WEBS 2x4 SP M 30 *Except* 3-6: 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-3 REACTIONS. (lb/size) 4=-143/Mechanical, 7=3347/1-10-10, 6=-1993/Mechanica Max Horz7=626(LC 11) Max Uplift4= 187(LC 15), 7=-6042(LC 4), 6=-2233(LC 15) Max Grav4=343(LC 4), 7=3916(LC 15), 6=3402(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sown. TOP CHORD 1-2=-1382/632, 2-3=-1467/821 BOT CHORD 1-12=-729/1617, 7-12=-729/1617, 6-7= 617/992 Scale = 1:22.6 6x8 7 65 5x10 II 7x8 = (loc) Udefl Ud PLATES GRIP 6-7 >999 360 MT20 244/190 6-7 >999 240 4 n/a n/a 6-7 >999 240 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 5-5-6 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 3-7=-2326/3989, 3-6� 2447/ I NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60I 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� p,S A. A4 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 CIr fit between the bottom chord and any other members. e��,r\`Z`,• N S'�:•; 9�i/ ��o 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 4, 6042 lb uplift at joint$ N O 3 39380. and 2233 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movemeZ ; at the bearings. Building designer must provide for uplift reactions indicated at Joint 6. 8) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 562 lb down and 162 lb up at 3-7-s► E :: �f � and 562 lb down and 162 lb up at 3-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of 40 oters. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). '�j� SS1 �� %� LOAD CASE(S) Standard ;O �N A� E t� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-80, 5-8=-30 Concentrated Loads (lb) Vert: 12=-424(F=-212, B= 212) Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters Shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design pararr buckling Individual truss chord eters and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek• building design. Bracing Indicated is to prevent of web and/or Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery. erection andCriteria, DSB-89 and BCSI Building Component fabrSafety 6904 Parke East Blvd. Iniformation from Truss Plate Institute. te. 218 N. Lee Street, Suite 312. Mexialndri VA 2231 Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340295 73195 L SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I r.b4e s sep 29 zoi a Mi i ek mmmi auses, u. nu mar o r a 9i ID:7QPecszFdotRumoewatlfLyMyl1-17E8eg7lsEN2f5YVMLONJghwUIZWdxU21 FiC6QZVROB -3-6-0 3-8-D 10-0.9 16-5-2 21-1-0 27-11-5 34-9.9 41-11-6 3-6-0 3-8-0 6-4-9 d-7-14 6-10-5 6-10-5 7-1-13 Scale=1:85.9 x8 MT18HS i 4x10 = 3x4 = 3x6 = 3x4 I 6 20 7 8 '9 21 10 5x8 MT18HS = 3x4 11 7x8 — 7.00 F12 3 4 4x6 i 2 1 o 0 0 19 18 17 16 15 14 22 13 23 12 24 11 5x8 MT18HS II 46 = 6x8 = 5x8MT18HS= 4x8 = 5x8 = 3x4 I 6x10 MT18HS= 3x4 I I Adequate Support Required -3-6-0 3-8-0 10-0.9 16-5-2 21-1-0 27-11-5 34-9-9 41-11.6 3-0-0 3-8-0 6.4-9 6-4-9 4-7-14 6-10-5 6-10-5 7-1-13 Plate Offsets (X Y)-- f3:0-6-4 0-2-41 f5.0-5-4 Edqe) [6:0-5-8 0-2-8]f13:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.19 15 >999 360 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.69 15-17 >722 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.19 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.34 15 >999 240 Weight: 280lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing. 3-17,5-17,9-11: 2x4 SP M 30 WEBS 1 Row at midpt 3-17, 5-17, 5-14, 6-14, 7-13, 9-13 2 Rows at 1/3 pts 9-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1=91/Mechanical, 11=2287/0-3-0 (req. 0-3-7) 19=2491/0.7-10 Max HorZ 19=802(LC 5) Max Upliftl=-148(LC 4), 11= 1805(LC 5), 19=-1879(LC 4) Max Gravl=183(LC 10), 11=2913(LC 10), 19=3104(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2455/1527, 3-4=-4628/2972, 4-5=-4628/2972, 5-6=-4749/28i,01 6-20= 4153/2602, 7-20=-4153/2602, 7-8� 3718/2340, 8-9=-3718/2340, 10-11=-278/281, 2-19=-3063/1882 BOT CHORD 18-19=-688/635, 17-18=-1590/2229, 16-17=-3894/6168, 15-16=-3894/6168, 14-15=-3895/6164, 14-22=2341/3719, 13-22=-2341/3719, 13-23--1478/2398, ��,1 12-23=-1478/2398, 12-24— 1478/2398, 11-24=-1478/2398 WEBS 3-18=-11841810, 3-17= 1990/3202, 4-17= 675/700, 5-17=-1730/892, 5-15=01256, ,�� w n Ps A' A4 7-14— 391/682, 7-13=-1133/9718, 9-13=-1273/1949, ,�� 0, E N ��A 0��, 5-14=-2872/1843, 6-14=-974/1743, 9-12=01447, 9-11=-3470/2140, 2-1 8=-1 321/2287 ,,% •; Ci S• �••.••/ 0 ,� .••�, 10 39380 No ..—; NOTES- � _ ----�� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 710; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ C-C Exterior(2) -3-5-4 to 16-5-2, 1nterior(1) 16-5-2 to 21-1-0, Extedor(2) 21-1-0 to 36-1-0; end vertical left exposed; Lumber DOL=1.60 plate grip DOL 1.60 . E 3) Provide adequate drainage to prevent water ponding. 4) All MT20 unless otherwise indicated. ��!� '� —` • • �e plates are plates 5) The Fabrication Tolerance at joint 6 = 8% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. dw� 0 R 1 0.••`G\�� ✓�I,SSi °' •' • • • �`�' %% 7) * Thisfit trussr a live to d of 20. o the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �,��O N A� 11�� between the bottom horn and members, 8) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. Thomas A. Alban) PE No:39380 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 1, 1805 lb uplift at joint MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 11 and 1879 lb uplift at joint 19. 1 Date: 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, a truss system. Before use, the building designer must verify the applicability of design param6iers and Is for an Individual building component, not 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 NiiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly fabrication, storage• delivery, erecflon and bracing of musses and inns systems, se0ANSI/TPI1 damage. for general guidance regarding the Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340296 73195 1-2 SPECIAL 1 1 Jab Reference (optional) i..a,�..1.I,,,. I..,. Tr,,, 1 2r 21 11 •E?:2a 201 F Pnnn t Chambers Truss, Fort Pierce, FL 6-4-9 ID:7QPecszFdotRumoewatlfLyMylI-VCoWrOSwd; VvHF7iw2wcr2D2x8wrMNbCGvSleszVROA 6-10-5 1 7-1-13 Scale = 1:79.7 5x8 MT18HS= 4x10 = 3x4 = 3x6 = 3x4 11 _ 5 19 6 7 8 20 9 7.00 12 6x8 3x4 I 6x8 — 2 3 4x5 i YZ\ 22 18 17 16 15 14 13 21 12 11 23 10 5x8 MT18HS 11 4x5 = 5x8 MT18HS = 3x4 l 4x8 = 5x8 = 3x4 I 6xl0 MT18HS= 6x8 = 5-0.0 11-4-9 17.9-2 21.1-0 27-11-5 34-9-9 41-11-6 5-0-0 6--4 6-4-9 3-3-14 6-10-5 6-10-5 7-1-13 Plate Offsets (X Y) 11:Edge 0 1-121 f2:0-6-0 0-2-4) (4:0-5-4 0-3-01 15:0-5-8 0-2-01 112:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.17 14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.63 14-16 >791 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.87 Horz(TL) 0.17 10 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.30 14 >999 240 Weight: 280lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. 8-10: 2x4 SP M 30 WEBS 1 Row at midpt 2-16, 4-16, 4-13, 5-13, 6-12, 8-12 2 Rows at 1/3 pts 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 10=2291/0-3-0 (req. 0-3-7), 18=2291/0-7-10 Max Horz 18=459(LC 5) Max Upliftl 0=-1 794(LC 5), 18=-1725(LC 4) Max Grav 10=2893(LC 9), 18=2831(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2714/1693, 2-3=-4292/2825, 3-4= 4292/2825, 4-5= 4677/2928, 5-19=-4093/2629, 6-19— 4093/2629, 6-7=-3682/2359, 7-8=-3682/2359, 9-10=-278/281, 1-18=-2763/1732 BOT CHORD 17-18=-504/448, 16-17=-1728/2445, 15-16=-3471/5360, 14-15=-3471/5360, 13-14=-3472/5357, 13-21=-2360/3683, 12-21=-2360/3683, 12-22 1-1487/2379, 11-22= 1487/2379, 11-23= 1487/2379, 10-23=-1487/2379 I �� 11 WEBS 5-13=-1050/1 05, 6-13 64012630, 6-12_ 6693698948 62=1128865925, 8311=01446622, ,`%%�O�PS� A'� A�e��j�� 8-10=-3442/2154, 1-17= 1443/2395 ��,��•�-�G E NSF•:9�,��i�i NOTES- No 39380.�: 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psfJBCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1� C-C Exterior(2) 0-1-12 to 17-9-2, Interior(1) 17-9-2 to 21-1-0, Exterior(2) 21-1-0 to 36-1-0; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 0- E • � ��: 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 i • _ �� fit between the bottom chord and any other members, with BCDL=15.Opsf. S O R 1 0.•'`G�,�� 6) WARNING: Required bearing size at joint(s) 10 greater than input bearing size.) �Ij� s� ...... �`�• !% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1794 lb uplift at joint 10 and 1725 lb uplift at I,N Ai ,% joint 18. 11 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani-PE No.39360 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev. 1010312015 BEFORE USE. Design for Win MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � valid use only a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated Is to prevent buckling of Individual irussweb and/or chor}}members only. Additional temporary and permanent bracing MOW Is for and to collapse with possible personal Injury and pro p8rty damage. For general guidance regarding the always required stability prevent of trusses and trusssysterns. Criteria, D5B-89 and BCSI Building Component VVA 6904 Parke East Safety Inlformation available from Truss Platte Innstiitute. 218 N. Lee Street, Suite 31 Alexlatnddal 22314. Tampa, FL East 0 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340297 73195 L3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:53:24 2016 Page 1 ID:7QPecszFdotRumoewatlf LyMyl I-_OMu3M9YOsdmvPiuUmRrOFmD_YHi5q I LVYBJAJzVRO9 7.0-0 6-4-9 6-4-9 1-3-14 6-10-5 6-10-5 7-1-13 Scale = 1:82.2 5x8 MT18HS i 4x10 = 7x8 MT18HS i 3x4 = 3x6 = 3x4 1 3x4 I I 5x8 — 7.00 12 _ 5 19 6 7 8 20 9 7x8 MT18HS 1 18 17 21 16 15 22 5x8 MT18HS II 3x8 = 7x14 MT18HS = 14 13 23 12 24 11 25 10 3x4 11 5x8 = 3x4 11 6x10 MT18HS = 4x8 = Plate Offsets X Y -- 1:0-3-0 0-1-8 2:0-4-0 0-1-11 4:0-54 0-34 , 5:0-5-8 0-2-8. 12:0-4-0 0-3-0 , 15:0-2-8 Ed a 17:0-3-8 0-1-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.16 14-16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.58 14-16 >860 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.16 10 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.26 14-16 >999 240 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc puffins, except 1-2: 2x4 SP M 31 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-15 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 2-16, 4-16, 4-13, 5-13, 6-12, 8-12, 1-17 8-10,1-18: 2x4 SP M 30 2 Rows at 1/3 pts 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=2291/0-3-0 (req. 0-3-7), 18=2291/0-7-10 Max Horz 18=459(LC 5) Max Upliftl0= 1809(LC 4), 18=-1735(LC 4) Max Grav 10=2921(LC 9), 18=2961(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3146/1887, 2-3=-4070/2671, 3-4=-4070/2671, 4-5= 4732/3026, 5-19= 4178/2696, 6-19= 4178/2696, 6-7=-3731/2399, 7-8— 3731/2399, 9-10=-278/281, 1-18=-2863/1748 BOT CHORD 17-18=-559/532, 17-21=-1857/2760, 16-21=-1857/2760, 15-16=-2991/4629, 15-22=-2991 /4629, 14-22=-2991 /4629, 13-14=-2993/4626, 13-23-2400/3732, 12-23=-2400/3732, 12-24= 1508/2406, 11-24=-1508/2406, 11-25= 1508/2406, , A 10-25= 1508/2406 `%O�� %% �1PS A A4 • • • • O WEBS 2-17=-616/552, 2-16= 1266/1963, 3-16=-651/675, 4-16=-742/37514-13= 2264/1485, 5-13=-1124/1915, 6-13=-442/665, 6-12= 1145/1011, 8-12= 1315/I 958, 8-11=0/448, %% �.\ A �♦ A�.•��, C' E N `SF•'9v/��i ��! ••' 00 8-10=-3481/2185, 1-17= 1415/2496 NO 3938Q. NOTES- � 1) Unbalanced roof live loads have been considered for this design. r 2) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1$; - C-C Exterior(2) 0-1-12 to 19-9-2, Interior(1) 19-9-2 to 21-1-0, Exterior(2) 21-1-0 to 36-1-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. E 4) All plates are MT20 plates unless otherwise indicated. ;� 5) The Fabrication Tolerance at joint 5 = 0% j 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. of � R 1'R ,i� ss� • "'•;•"• �� fie% � 7) This trussdesignedr a livethe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide to d of 20 sP will nj A` +,�t,� "fill fitn the bottom and with 8) WARNING: Required bearing size at joint(s) 10 greater than input bearing size.i Thomas A. Albani PE No.39380 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1809 lb uplift at joint 10 and 1735 lb uplift at Mffek USA, Inc. FL Cert 6634 joint 18. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in ithe analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: Ant-11 4 9f)15 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters hown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design pararrfeiers and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chortl members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlar VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply L festyle T8340298 73195 L4 SPECIAL 1 1rence FHadge (optional) I,.c Thu Mar 31 11:53:24 2016 Pane 1 Chambers Truss, Fort Pierce, FL I s ap ��.� ••., •�,•„�-�•••--, •••-• • ••_ ..._. _....__._ . __ . _ ID:7QPecszFdotRumoewatlfLyMyf 1-_OMu3M9YOsdmvPiuUmRrOFmBKYGR5r2LVYBJAJzVR09 4-2-10 9-0-0 15-4-9 21-9-2 27-9-2 32-1-10 36-6-2 41-11.6 4-2-10 4-9-7 6-4-9 6-4• 6-0-0 5-5-4 Scale = 1:85.0 5x8 MT18HS= 4x5 = 3x4 I I 6 7 8 5x6 = 5x8 = 3x8 = 5x8 = 7.00 FIT 3 4 6x8 = 10 ?3x6,,, 3x4 18 17 19 16 15 20 14 21 13 22 12 23 11 6x10 MT18HS = 3x8 = 5x8 MT18HS = 3x4 = 5xl2 MT18HS = 4x6 = 5x8 MT18HS 11 3x4 11 9-0-D 15-4-9 21-9-2 27-9-2 32-1-10 36-6-2 41-11.6 9-0-0 6-4-9 6-4:9 6-0-0 4.4-8 4-4-8 5-5-4 Plate Offsets (X Y)-- (3:0-4-0 0-2-41 16.0-5-8 0-2-0j 19'0-6-0 0-4-81 (11:0-3-8 Edge1 112:0-2-8 0-1-81 rl3:0-6-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.16 17-18 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.58 17-18 >869 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.16 11 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.21 14-15 >999 240 Weight: 326lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. Except: WEBS 2x4 SP No.3 `Except` 2 Rows at 1/3 pts 9-12 10-11,4-17,4-14,5-13,10-12: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. WEBS 1 Row at midpt 10-11, 4-17, 5-13, 7-13, 7-9, 9-13, 10-12, 2-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=2291/0-3-0 (req. 0-3-12), 18=2291/0-7-10 Max Harz 18=1193(LC 5) Max Upliftl 1 =-1 969(LC 5), 18=-1528(LC 4) Max Grav 11 =3159(LC 9), 18=2990(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3289/1791, 3-4=-2856/1674, 4-5=-3961/2057, 5-6=-2878/14*, 6-7=-2512/1369, 9-12= 2551/1835, 9-10=-214211302, 10-11=-3048/1975, 1-18=-290/202 BOT CHORD 17-18=-2224/2874, 17-19= 2759/4230, 16-19=-2759/4230, 15-16 2759/4230, 15-20=-2759/4230, 14-20— 2759/4230, 14-21=-2692/4399, 13-21 j-2692/4399, ,,,�►111111//1/�, 13-22— 129712127, 12-22= 1297/2127 e�%�O Ps, A'. WEBS 2-17=-109/651, 3-17=-433/1053, 4-17=-1502/722, 4-15=0/370, 4-14=0/322, e�� 5-13=-2697/1582, 6-13=-300/791, 7-13=-826/1690, 7-9=-2856/1749, 10 12= 2203l3589, eee, •• �� 0 E nisi 2-18=-3296/1725 NO 39380.. o NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;',BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1$ -0 C-C Extefior(2) 0-1-12 to 21-9-2, interior(1) 21-9-2 to 27-9-2, Exterior(2) 27-9-2 to 36-4-6, Intedor(1) 36-4-6 to 41-9-10; Lumber yr E DOL=1.60 plate grip DOL=1.60 iz_ �dC/ 3) Provide adequate drainage to prevent water ponding. �do a ee 4) All plates are MT20 plates unless otherwise indicated. i� �s ... � O R 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �I� lS • •" 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 �I4F �� N AL ��% fit between the bottom chord and any other members, with BCDL = 15.0psf. �j ?"1 / 111►�� 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. i Thomas A. Albani PE No.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1969 lb uplift at joint 11 and 1528 lb uplift at MiTek USA, Inc. FL Cert 6634 joint 16. 6904 Parke East Blvd. Tampa FL 33610 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE �• Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify 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 MiTek" Is always required for stability and to prevent collapse with possible personal Injury and properrty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. NexandrialVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834D299 73195 L5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-7-12 7.00 12 US i 5x6 i 1 19 18 5x8 MT18HS I[ 4x5 = 7.640 s aep za zu ra mu ek inuusu,es, ii— Thu Mai 3i i i:53:25 Zviv aye 1 I D:7QPecszFdotRumoewatlfLyMyll-SavHGh9A991dWYH42Ty4xTl0 EyeCgFuVjCxsjlzVR08 6.4-9 6-4-9 5x8 = 3x4 I 5x12 = 4-0-0 5x6 = 4-4-8 5-5-4 Scale = 1:81.3 4x5 = 3x4 11 7 8 3x4 II 5x8 = 10 17 1620 15 21 14 22 13 23 12 24 11 3x4 = 4x6 = 4x8 = 3x4 II 6x10 = 3x4 II 6x10 MT18HS = Plate Offsets (X Y)-- f3.0-5-8 0-2-01 f6:0-3-0 0-1-121 19:0-2-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.47 12-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.14 11 n/a n/a BCDL 15.0 Code FBC2014TFP12007 (Matrix-M) Wind(LL) 0.17 14-15 >999 240 Weight: 344lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. 9-11: 2x4 SP M 30 WEBS 1 Row at mldpt 3-15, 4-15, 5-15, 6-13, 7-13, 7-9, 9-13, 9-11 2 Rows at 1/3 pts 5-13 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=2291/0-3-0 (req. 0-3-11), 19=2291/0-7-10 Max Horz 19=1141(LC 5) Max Upliftll=-1955(LC 5), 19= 1542(LC 4) Max Grav 11 =3136(LC 9), 19=3013(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3012/1565, 2-3=-3333/1868, 3-4=-3467/2027, 4-5=-3467/2027, 5-6=-2875/1527, 6-7=-2506/1408, 9-12=0/459, 10-11=-253/257, 1-19=-2928/1550 BOT CHORD 18-19= 1184/1038, 17-18= 2313/3174, 16-17= 2230/3213, 16-20=2230/3213, 15-20= 2230/3213, 15-21= 2352/3755, 14-21=-2352/3755, 14-22�-2352/3751, 13-22=-2352/3751, 13-23= 1241/2063, 12-23=-1241/2063, 12-24=-1256/2071, %,,,�tt611111// A• 450214 17=-162/279, 3-17=-90/293, 3-15=-505/1040, -15=-666/692, WEBS 2-18-995608 5-15=-294/205, 5-14=0/293, 5-13=-2497/1525, 6-13=-450/972, 7-13=-754/1545, .%`��O PS' q ,``r ,• G E N �� 7-9=-2819/1763, 9-13=-292/239, 9-1 1=-3489/2112,1-18=-1294/2635 `�� No 39380.._ NOTES- L 1) Unbalanced roof live loads have been considered for this design. = 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL —psf; BCDL=3.opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.1$ -� C-C Exterior(2) 0-1-12 to 23-9-2, interior(1) 23-9-2 to 27-9-2, Exterior(2) 27-9-2 to 36-4-6, InterioT(1) 36-4-6 to 41-9-10; Lumber E L DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. •• L �.•• 4) All plates are MT20 plates unless otherwise indicated. 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is R 1 G\�� i SS/ • • • • • • • • �� 6) trussbeen design r a liveload ofthe bottom chord ini all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /��/,O N A' 11��,,. a fit between the chord d members with 15: psf 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. Thomas A. Albani PE N09380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1955 lb uplift at joint 11 and 1542 lb uplift at MITek USA, Inc. FL Cert 66M joint 19. 1 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke.East Blvd. Tampa FL 33610 Date: ADM 4.2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameter shown, and Is for on individual building component not at russ system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indk:ated Is to buckling of Individual truss web and/or chord and properly Incorporate This design into the overall members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and prorjerty damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI j Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. Quality Criteria, DSB-89 and BCSI Building Component VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply r Ridge Lifestyle T8340300 FJeference 73195 L6 SPECIAL 1 1 (optional) Chambers Truss, Fort Pierce, FL 6-7-12 13-0-0 _ _ _ 19-6-5 6-7-12 6-6-5 5x8 MT18HS= 3x4 11 3 4 7.00 12 3x5 i 2 5x6 i 1 j t.ti4u s aep 29 20i 5 Mirex Industries, Inc. Thu Mar 31 1 1:53.26 2016 raga 1 I D:7QPecszFdotRumoewatlfLyMyl 1-wnTfU 1 AowTuU8isHbBTJTgrW sMywZhoeysgPFBzVR07 6-2-13 ' 2-0-0 ' 4-4-8 5x6 = 5x6 = 6 18 17 19 16 15 20 14 21 22 13 5x8 MT18HS 11 3X8 = 4XI = 3X8 = 5x10 = 3X4 = 4-4-8 5-5-4 Scale = 1:64.0 4x5 = 3x4 I I 7 8 30 11 5x8 = 10 23 12 24 11 3x4 11 6x10 MT18HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.19 13-14 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.54 13-14 >918 240 BCLL 0.0 ' Rep Stress incr YES WB 0.97 Horz(TL) 0.13 11 n/a n/a BCDL 15.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.16 14 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` 9-11: 2x4 SP M 30 REACTIONS. (lb/size) 11=2291/0-3-0 (req. 0-3-11), 18=2291/0-7-10 Max Horz 18=1141(LC 5) Max Upliftll=-1950(LC 5), 18=-1546(LC 4) Max Grav 11 =3127(LC 9), 18=3083(LC 9) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 342 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at micipt 4-14, 5-14, 6-13, 7-13, 7-9, 9-13, 9-11, 1-17 2 Rows at 1/3 pis 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3264/1654, 2-3=-3348/1875, 3-4=-3204/1917, 4-5=-3204/19,17, 5-6— 2869/1612, 6-7= 2503/1440, 9-12=0/429, 10-11=-253/257, 1-18=-2993/15571 BOT CHORD 17-1 8=-1 201/1064, 17-19= 2383/3365, 16-19= 2383/3365, 15-16=-2166/3157, 1 5-20=-2166/3157,14-20=-2166/3157, 14-21=-2071 /3183, 21-22L -2071 /3183, 13-22— 2071/3183, 13-23= 1259/2050, 12-23=-1259/2050, 12-24L -1273/2060, ,1,��11I �o/��I,' , A• 2- -774%f4 42060 WEBS 172--16— 446/348, 3-16=-214/499, 3-14— 284/689, I-14=-670/692, 5-13— 2333/1575, 6-13=-568/1113, 7-13=-775/1536, 7-9=-2818/1798, �%% 0 ...ONS. ��,'� • � �i �?,•"�G E N S�•' 92j ��s 5-14=-474/571, �� 9-13=-297/241,9-11=-3470/2143,1-17=-1295/2742 i No 39380.._�, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1$ .� C-C Exterjor(2) 0-1-12 to 25-9-2, Interior(1) 25-9-2 to 27-9-2, Exterior(2) 27-9-2ito 36-4-6, interior(1) 36-4-6 to 41-9-10; Lumber • E �•��: DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to water [V � prevent 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. �j •'• 0 R 1 �. ��,�� i� SS • • • • • �� 4*1 6) trussr a live load ofthe bottom chord in; all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O� N Ai �� fit between the bottom hod and members with 7) WARNING: Required bearing size at joint(s) 11 greater than input bearing size: Thomas A. Alban) PE No.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1950 lb uplift at joint 11 and 1546 lb uplift at MITek USA, Inc. FL Cert 6634 joint 18. 1 6904 Parke East Blvd. Tampa FL 33610 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only Wth MITek0 connectors. This design Is based only upon parameter shown, and Is for an Individual building component, not sot 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. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and progerfy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 238 N. Lee Street, Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle 78340301 73195 L7 SPECIAL 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I r.o9u s aep za w io rvn eM1 n,uu�mns, mom. u ga ID:7QPecszFdotRumoewatltLyMyl l-Ozl l hNBRhnOLmsRT9u_YOuOiOmK119cnBW QZndZVRO6 7-7-12 15-0-0 22-3-13 29-5-13 36 6.-2 41-11-6 7-7-12 7-4-4 7-3- 3 7-2-1 7-0.5 5-5-4 Scale = 1:89.2 1Oxl4 MT18HS i 7.00 F12 3x4 I I 4x8 = 4x8 = 3x4 11 3 19 4 5 620 7 5x12 MT18HS i 5x8 = 3x4 11 4x6 i 1 18 17 21 16 75 22 14 23 13 12 24 11 25 10 5x6 II 3x8 = 4x6 = 3x8 = 4x6 = 3x4 = 3x4 11 4x6 II 3x4 = 7-7-12 15-0-0 22-3-13 29-5-13 36-6-2 41-11-6 7-7-12 7-4, 7-3i13 7-2-1 7-0-5 5-5-0 Plate Offsets (X Y) f1:0-2-0 0-1-8j [2:0-6-0 0-3-01 f3:1-1-8 0-6-0]r8.0-2-4 0-2-41lfl7:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) -0.11 14-15 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.34 14-15 >999 240 MT18HS 2441190 BOLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.12 10 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.1214-15 >999 240 Weight:341 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 3-5,5-7: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 9-10,8-10: 2x4 SP M 30, 1-18: 2x6 SP No.2 REACTIONS. (lb/size) 18=2287/0-7-10, 10=2287/0-3-0 Max Horz.1 8=1 122(LC 5) Max Upliftl 8=-1 527(LC 4), 10=-1999(LC 5) Max Gravl8=3105(LC 9), 10=3108(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh TOP CHORD 1-2-3385/1677, 2-3=-3283/1820, 3-19-2913/1761, 4-19=-2915/1 5-6=-2912/1757, 8-11=0/380, 7-8-257/258, 9-10=-255/259, 1-18= BOT CHORD 17-18=-1220/1109, 17-21-2376/3432, 16-21=-2376/3432, 15-16= 15-22-2037/3032, 14-22=-2037/3032, 14-23-1677/2563, 13-23= 12-13-1677/2563, 12-24=-1275/2029, 11-24=-1275/2029, 11-25= BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 1 Row at midpt 2-15, 4-14, 6-14, 6-12, 6-8, 8-12, 8-10, 1-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 4-5-2912/1757, 5/1543 1677/2563, 1289/2042, 10-25=-1289/2042 WEBS ?36-12=296/50462803/1739, 8-12636b861-103433/2164, �V'NS A. q6-14-764/1031 .G1-17 1227/2715 E N S100 • • q�i��i NOTES- a 1) Unbalanced roof live loads have been considered for this design. No 3938Q... 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1M C-C Exterior(2) 0-2-12 to 30-0-0, Interior(1) 30-0-0 to 41-9-10; Lumber DOL=1.66 plate grip DOL=1.60 0 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. f E ' 9 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i®�S . O fit between the bottom chord and any other members, with BCDL = 15.0 I. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to, grain formula. Building designer should verity capacity �� S'J ' "'' ��%�� of bearing surface. I III, N till 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1527 lb uplift at joint 18 and 1999 lb uplift atfill joint 10. Thomas A. Albani PE No.39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in th'e analysis and design of this truss. MiTek USA, Inc. FL Cert 664 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. for MiTek® This design Is based only upon shown, and Is for an Individual building component, not Design valid use only with connectors. parameters 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. Addlfional temporary and permanent bracing r MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage• delivery, erection and bracing of 1rlsses and truss systems, seeANSI/TPI l Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, A 22314. Tampa, FL 33610 Job Truss Tr Truss Type Oty Ply Harbor Ridge Lifestyle T8340302 lob MONO HIP 3 1 Job Reference (optional) 29 2015 MT k I dustries Inc Thu Mar 31 11 :53:27 2016 Page 1 Chambers Truss, Fort Pierce, FL 7.— s Sep e n I D:7QPecszFdotRumoewatlfLyMyl I-Ozi,i hN BRhnOLms RT9u_YOuOiGmLW I82nB W QzndZVRO6 7-7-12 7-4-4 ' 6.9-11 j 6-7-15 6x10 MT18HS i 7.00 12 3 5x12 MT18HS i 2 4x6 i 1 17 5x6 I I 16 20 15 14 21 3x8 = 4x6 = 3x8 = 6-9-11 3x4 = 3x4 = 4X6 = 4x4 = 4x6 = 4 18 56 7 19 8 13 22 12 11 23 10 24 9 3x4 = 4x4 = 5x8 = 3x8 = 4x6 = Scale = 1:88.0 Plate Offsets (X Y) 11:0 1 12 0 1 81 f2'0-6-0 0-3-0j j3:0-7-B 0-2-81 (6:0-3-0 Edge) (8:0-2-12 0-1-81 j10:0-3-8 0-2-81 116:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.3611-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 9 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.15 13 >999 240 Weight: 338lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 `Except` 8-9,1-17: 2x6 SP No.2, 2-16,2-14,1-16: 2x4 SP No.3 REACTIONS. (lb/size) 17=2282/0-7-10, 9=2282/0-3-0 Max Horz 17=827(LC 4) Max Upliftl 7=-1 61 O(LC 4), 9=-1890(LC 4) Max Grav 1 7=3142(LC 9), 9=3126(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-15 oc bracing. WEBS 1 Row at midpt 2-14, 4-14, 4-13, 5-13, 5-11, 7-11, 7-10, 8-10, 1-16 2 Rows at 1/3 pts 8-9 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3431/1779, 2-3= 3334/1945, 3-4=-2869/1847, 4-18=-3004/1922, 5-18=-3004/1922, 5-6=-2565/1625, 6-7=-2565/1625, 7-19= 1581/985, 8-19=-1581/9I 5, 8-9=-2958/1903, 1-17=-3042/1626 BOT CHORD 16-17=-925/840, 16-20=-2171/3271, 15-20=-2171/3271, 14-15= 2171/3271, JtJJ111I I►/#, 14-21=-1922/3004, 13-21= 1922/3004, 13-22= 1625/2565, 12-22=-1625/2565, �� IIO WEBS 2116=-632/507525 41-673/4885/35 41 — 02/906, 4514 g419/148, 4 13— 472/547,♦,.�.O�PC, E N 5-13=-586/868, 5-11=-1351/1127, 7-11 =-1 263/1943, 7-10=-2340/1729, 8-10_ 1944/3109, �♦ ; ��,� F••.?j �� 1-16132o/27so : No 39380..E NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.12 C-C Exterior(2) 0-2-12 to 36-2-9, Interior(1) 36-2-9 to 41-8-10; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. j + E . • _((/ 3) All plates are MT20 plates unless otherwise indicated. • - • ((� 4) The Fabrication Tolerance at joint 3 = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O Fi 1 ..•• G\,♦♦ 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord iniallareas where a rectangle 3-6-0 tall by 2-0-0 wide willfit �i s"• •' f. Bearingen s) 9 considers parallel to grain value usine bottom chord and any other members, g ANSVTPI 1 ansle to rain formula. Building designer should verify capacity '��i O 11 Al ��a♦ � 9 J () P 9 9 9 9 9 9 Y P Y III 1 of beating surface. Thomas A. Alban[ PE No.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1610 lb uplift at joint 17 and 1890 lb uplift at MITek USA, Inc. FL Cert 6634 joint 9. 6904 Parke.East Blvd. Tampa FL 33610 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. �' Design valid for use only with MITek® connectors. ]his 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 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 possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexanddc,L VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle I T8340303 73195 M MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:53— 2016 Page i i D:7QPecszFdotRumoewatlfLyMy11-s9bPvjC3S48CN00fjbVnY5w_b9kb1 enxPA9WJ4zVR05 -311 7-6.6 11-9-0 16.3.6 3-6-0 7-6-6 4-2-10 4•fi-6 48 = 3x4 11 Scale = 1:49.3 5 6 7.00 12 3x5 i 4 4x6 i 3 � 2 i 10 9 8 7 1 3x8 13x6 = 3x4 = 6x8 = 4x4 = 0 2x3 I I Adequate Support Required -3-6-0 7-" 11-9-0 16-3-6 1 3.6.0 7-"4-2-10 4-6.6 Plate Offsets (X Y)-- f2:0-2-9 Edgej (2:0-0-0 0-1-1j f3:0-3-0 Edqel f5:0-5-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.08 10-13 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.19 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.02 7 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 106 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEDGE WEBS 1 Row at midpt 5-7 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=868/0-3-0, 2=1221/0-7-10, 1=103/Mechanical Max Horz2=858(LC 4) Max Uplift7=-831(LC 4), 2=-736(LC 4), 1=-79(LC 4) Max Grav7=1213(LC 9), 2=1645(LC 9), 1=151(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 2-3=-1315/490, 3-4=-1164/505, 4-5=-712/356 BOT CHORD 2-10= 862/1305, 9-10= 862/1305, 8-9=-862/1305, 7-8=-393/594 WEBS 4-10=-20/318, 4-8=-1062/697, 5-8=-453/864, 5-7=-1115/734 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 1) BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 .%0�0o % 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. `� ; ' �,� `S�`••. �j �� 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. No 39380. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 7, 736 lb uplift at joint Z and 79 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.« E •: �� a �` N Al Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTek• Is always required for stability and to prevent collapse with possible personal Injury and propgrfy damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla,VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply7HRdge Lifestyle T8340304 73195 Mt MONO HIP 1 rence (optional) Chambers Truss, Fort Fierce, FL 3-6-0 Adequate Support Required ID:70PecszFdotRumoewatlfLyMy1I-s9bPvjC3S48CN00fjbVnY5wyT9jt1gN;P; 9WJ4zVR05 13-9-0 __ 16-1 5-6-1 2-6-6 4x8 = 3x4 11 5 6 7.00 12 13 3x5 i 3x6 i 4 3 i 2 9 8 7 4x4 = 5x6 = 3x4 = 6x8 = 3x8 I Scale = 1:55.7 Plate Offsets (X Y)-- (2:0-0-0 0-0-13) 12:0-2-9 Edqe) 15-0-5-8 0-2-0) (9:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.11 9-12 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.28 9-12 >689 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 2 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Weight: 113lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=864/0-3-0, 2=1240/0-7-10, 1=87/Mechanical Max Horz2=970(LC 5) Max Uplift7=-864(LC 5), 2=-706(LC 4), 1=-58(LC 5) Max Grav7=1297(LC 9), 2=1662(LC 9), 1=122(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1220/347, 3-4=-978/364, 4-13=-418/105, 5-13= 295/126 BOT CHORD 2-9=-833/1276, 8-9=-833/1278, 7-8= 220/342 WEBS 4-9=-17/382, 4-8= 1276/833, 5-8=-486/914, 5-7=-1223/787 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-6 oc bracing. WEBS 1 Row at midpt 6-7, 4-8, 5-7 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- %, ,,JSIAiIII�,,, 1) Unbalanced roof live loads have been considered for this design. %% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18, `� ON 44 I* C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 13-9-0, Exterior(2) 13-9-0 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 ,,��0 E N S�eq�/ 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrer�t 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 wills No 3938 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 864 lb uplift at joint 7, 706 lb uplift at joint Z and 58lb uplift at joint 1. _ E 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. oOR Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shI1own, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design param$Ters and properly Incorporate This design Into the overall �" building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chorccccllJl 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. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340305 73195 M2 MONO HIP 1 1 Job Reference (optional) c De e, Chambers Truss, Fort Pierce, FL 3-6-0 7.640 s Sep cs 2015 rvn 16% nn.usa as, n c. , � s� I D:7QPecszFdotRumoewatlfLyMy1 I-KM9n63ChCOG3?Abs HJ005JT3hZOom6a4egv4sWzVRO4 15-9-0 16_3r6 7-6-1 -6-a 4x4 11 7.00 12 12 6x8 i 3x6 i 4 3 i 11 Scale = 1:60.7 7 6 1 5x8 = 6x8 = 4x4 = 0 I I Adequate Support RequireTx8 8-2-1 163-6 3-6-0 8-2-15 8-0-7 Plate Offsets (X Y)-- f2:0-2-9 Edgel f2:0-0-0 0-0-13j f5:0-2-6 Edgej f7:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.27 6-7 >729 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 6 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.10 7-10 >999 240 Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEDGE WEBS 1 Row at micipt 5-6, 4-6 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1221/0-7-10, 6=868/0-3-0, 1=103/Mechanical Max Horz 2=1 059 (LC 4) Max Uplift2= 629(LC 4), 6=-918(LC 5), 1=-67(LC 4) Max Grav2=1594(LC 9), 6=1429(LC 9), 1=146(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1197/227, 3-11= 1179/242, 3-4= 955/259, 5-6=-477/385 BOT CHORD 2-7=-883/1359, 6-7=-883/1361 WEBS 4-7=0/449, 4-6=-1587/1030 NOTES- eIj4161111111 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; ,,%� S A. I��, C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 16-1-10; Lumber DOL=1r60 plate grip DOL=1.60 ,`� �P q�B Is 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 `��,•' �,� G E N Sic• 92j �� fit between the bottom chord and any other members. 4 4) Refer to girder(s) for truss to truss connections. No 39380.._ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 2, 918 lb uplift at joint ir ylr and 67lb uplift at joint 1. z 6) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -fl E {1/ S,� NA 1111 Thomas A. Albans PE NoA9360 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE Design for with MITek® connectors. This design Is based only upon parameters PAGE MII.7473 rev. 10/03/2015 BEFORE USE. hown, and Is for an Individual building component, not valid use only a truss system. Before use, the building designer must verify the applicability of design pararT Is to buckling Individual truss web and/or chord eters and properly Incorporate this design Into the overall members only. Additional temporaryand permanent. bracing M building design. Bracing Indicated prevent of Is always required for stability and to prevent collapse with possible personal Injury and proprfy fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 damage. For general guidance regarding the Quality Criteria, DSB-89 and BCSI Building Component iTek• 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Al Suite 312, exandrl VA 22314.. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340306 73195 M3 MONO TRUSS 24 1 Job Reference (optional) Chambers I fuss, ton tierce, r-L 3-6-0 L Vd.- 4x4 = 0 3x8 11 Adequate Support Required 3x6 i I D:7QPecszFdotRumoewatlfLyMyl I-KM9n63ChCOG3?AbsHJ005JT3hZ0om6a4egv4sWzVR04 16-3-6 8-0-7 7.0D 12 6x8 i 5x8 = 6 6x8 = Scale = 1:61.0 Plate Offsets (X Y)-- f2:0-0-0 0-0-131 f2:0-2-9 Edgel (5:0-0-13 0-1-81 I7:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.08 6-7 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.27 6-7 >729 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 6 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 7-10 >999 240 Weight: 94lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. WEDGE WEBS 1 Row at midpt 5-6, 4-6 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1221/0-8-0, 6=868/0-3-8, 1 =1 03/Mechanical Max Harz 2=1 059(LC 4) Max Uplift2=-629(LC 4), 6=-918(LC 5), 1= 67(LC 4) Max Grav2=1594(LC 9), 6=1429(LC 9), 1=146(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1197/227, 3-11= 1179/241, 3-4= 955/259, 5-6= 477/384 BOT CHORD 2-7=-883/1359, 6-7=-883/1361 WEBS 4-7=0/449, 4-6=-1587/1030 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCp1=0.18; ,Irr C-C Extefior(2) -3-5-4 to 11-6-12, interior(1) 11-6-12 to 16-1-10; Lumber DOL=1.60 plate grip DOL=1.60 ,$*�� oPS A. q4 rod 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� ,. • •E eq 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 �� •• �,\ C' N S�•.• 2j i00 fit between the bottom chord and any other members. 10 4) Refer to girder(s) for truss to truss connections. No 39380 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 629 lb uplift at joint 2, 918 lb uplift at joint and 67lb uplift at joint 1. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. o -� •- E :�L• Thomas A. Alban) PE N09380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design paramgters 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 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, seeANSI/TPII ,quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, IVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340307 73195 M4 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ow > p �o �v 1u �.�� —, ,��— ., „ —. a� I D:7QPecszFdotRumoewatlfLyMy'l I-oYj9JPDJziOwdK92gOYFeW OHVzKPVaGEtUedOyzVRO3 8-2-15 13.9-0 16-6 8-2-15 5-6-1 2.6.6 4x8 = 3x4 I I Scale = 1:50.2 4 5 7.00 12 5x6 3x6 i 3 2 1 0 0 0 8 7 6 &Z = 5x6 = 3x4 = 6x8 = 8-2-15 13-9-0 16.3.6 8-2-15 5-6-1 2-6.6 Plate Offsets (X Y)-- f4.0-5-5 0-2-01 f8.0-3-0 0-3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.21 8-11 >927 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(rL) -0.46 8-11 >423 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.05 1 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing. WEDGE WEBS 1 Row at midpt 5-6, 3-7, 4-6 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=887/0-3-0, 1=887/0-7-10 Max Harz 1=777(LC 4) Max Uplift6= 891(LC 4), 1=-460(LC 4) Max Grav6=1337(LC 9), 1=1157(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1314/407, 2-3=-1073/425, 3-4=-432/130 BOT CHORD 1-8=-901/1377, 7-8=-902/1380, 6-7=-223/346 WEBS 3-8= 70/418, 3-7=-14091923, 4-7— 515/957, 4-6=-1236/795 NOTES- ,��111111►!!! 1) Unbalanced roof live loads have been considered for this design. ♦�,,-A S A" 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; I UUL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; `%\v`P A4 I� C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 %.��••�CEN'•• 3) Provide adequate drainage to prevent water ponding. : ' �, `�F'•.� �� 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 : • No 3 93 80, .--:� fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 891 lb uplift at joint 6 and 460 lb uplift at joint 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E OF s�s,�O N AL % Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an indlvldual building component, not �" ra a truss system. Before use, the building designer must verify the applicability of design parom fers and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chordImembers ody. Addillonal temporary and permanent bracing MiTek' Is always required for slabllity 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, seeANSI/TPI I Quallty Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, YA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340308 73195 M5 MONO HIP I 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 Mirek Industries, Inc. Thu mar a1 11:53:30 2016 rage 1 1 D:7QPecszFdotRumoewatltLyMyl I-oYj9J PDJziOwdK92gOYFeWOEnzLQVZ6EtUedOyzVRO3 8-2-15 1 15-9-0 1 -3 6 8-2-15 7-6-1 -6 4x4 11 7.00 12 11 4 4x6 i 6X8 i 3 Scale = 1:55.7 10 1 1 0 6 5 5x8 = 5x8 = 6x8 = 8-2-15 16-3-6 __ J ' 8-2-15 8-0-7 Plate Offsets (X,Y)-- f3:0-3-0 Edgel 14:0-2-6 Edgel 16:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.19 6-9 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.55 Vert(rL) -0.39 6-9 >493 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 1 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. WEDGE WEBS 1 Row atmidpt 4-5,2-5 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=887/0-7-10, 5=887/0-3-0 Max Horz1=898(LC 5) Max Upliftl=-390(LC 4), 5=-940(LC 5) Max Grav1=1117(LC 9), 5=1463(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1274/275, 2-10=-1247/307, 4-5=-468/379 BOT CHORD 1-6=-938/1442, 5-6=-938/1444 WEBS 2-6=-16/474, 2-5_ 1688/1097 NOTES- 1 L111/111. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; Lumber DOL=1.60 h=46ft; Cat. DOL=1.60 `,�y II; Exp C; Encl., GCpi=0.18; �� S A 1/1, A�B 0r, C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-1-10; plate grip �� O�P op 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. � G E N Sic•- 92j rrr 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord inlail areas where a rectangle 3-6-0 tall by 2-0-0 wide will `e ��;•• �,� fit between the bottom chord and any other members. ••e 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 1 and 940 lb uplift at No 39380.. joint 5. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. --� _E : /Ou rrr�s.�OR*rQ.•�� E��o r�llls�O N Ae Thomas A. Albanl PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: April 4,2016 i ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors, This design Is based only upon paramefer� 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 Individual truss web and/or chard members only. Additional Temporary and permanent bracing MiTek• is always required for stability and To prevent collapse with possible personal Injury and propperly damage. For general guidance regarding the Criteria, Qualityiterla, DSB-89 and BCSI Building Component fabiSafety Blvd. Informationavailableavailable from Truss Plate Institute, 2 8 Nam. Lee Street, Suite 31 Alexiatndrlh. 2231 Tampa, FL 3361 o Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340309 73195 M6 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL Plate Offsets LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 7.640 s Sep 29 2015 m I ek Industries, Inc. Thu Mar 31 11:53:31 ZU16 rage 1 I D:7ci PecszFdotRumoewatltLyMyl I-GkHYXI Exk?W nEUkEOk3UAkYPXNhfEOMN68OAwPzVRO2 8-2-15 8-0-7 7.00 r12 11 4x6 i 6x8 i 3 10 5x8 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.87 Lumber DOL 1.25 BC 0.55 Rep Stress Incr YES WB 0.75 Code FBC2014ITPI2007 (Matrix-M) REACTIONS. (lb/size) 1=887/0-8-0, 5=887/0-3-8 Max Horz 1=898(LC 5) Max Upliftl— 390(LC 4), 5— 940(LC 5) Max Grav1=1117(LC 9), 5=1463(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-10= 1273/275, 2-10=-1247/307, 4-5=-468/379 BOT CHORD 1-6=-938/1442, 5-6= 938/1444 WEBS 2-6=-16/474, 2-5=-1688/1097 5x8 = 5 6x8 = Scale = 1:56.5 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.19 6-9 >999 240 MT20 244/190 Vert(TL) -0.39 6-9 >493 180 Horz(TL) 0.04 1 n/a n/a Weight: 88lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-10 oc bracing. WEBS 1 Row at midpt 4-5, 2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=O. C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 16-1-10; Lumber DOL=1.601plate 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 v fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 1 and 940 lb uplift at joint 5. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %��`%%BPS A. q4°Pi GE No 39380. S E 411111111111100 Thomas A. Mani PE No.39360 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTek* Is always required for stability and to prevent collapse wtfh possible personal Injury and propgrty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, /A 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340310 73195 MV2 VALLEY 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 i LOADING (psf) SPACING- 2-0-0 CS'_ TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 20.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=80/2-0-0, 2=56/2-0-0, 3=22/2-0-0 Max Horz 1=95(LC 4) Max LIpl1ft1=-43(LC 4), 2=-103(LC 4) Max Grav1=105(LC 9), 2=115(LC 9), 3=37(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when /.C4V S bep Za ZV I * Nil I eK in ausrries, mc. in u mar or I L53.33 2016 rage , I D:7QPecszFdotRumoewatlfLyMy1 I-D70lyRGBGdmVUnudW 95yF9exnAV2i5cgZStH?HZVROO 2-0-0 7.00 12 (2)- 0.131 "x3.5" toenails Scale = 1:8.8 DEFL. in (loc) I/detl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a Weight: 6 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.1e; C-C Exterior(2); 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 nonconcurre9t 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) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity ,0>�j111 tAl of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Ithstanding 100 lb uplift at joints) 1 except Qt=lb) 2=103. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4410 i No 39380. •' ' L P -0 E e`S�O ��°fI°111111��, Thomas A. Albani PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa R. 33610 Date; April 4,2016 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 70/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verily the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall 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, seeANSI/TPI I Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla,VA Quality Criteria, DSB-89 and BCSI Building Component 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T3340311 73195 MV4 VALLEY 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 i 4-0-0 7.00 12 /.6qu s Sep zu 20io Mi ek inuUSLrreS, aW. Thu mar o i i i.5S.34 2016 r ye i I D:7QPecszFdotRumoewatlf LyMy11-hJyg9mGq l wuM5xTp3scBoMAzranmRYspo6cgXjzVRO? 3x4 11 2 3x4 11 Scale = 1:14.7 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fPI2007 CSI. TC 0.68 BC 0.27 WB 0.00 (Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 2441190 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 20 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=182/4-0-0, 3=182/4-0-0 Max Horz 1=216(LC 4) Max Upliftl=-99(LC 4), 3= 225(LC 4) Max Grav1=238(LC 9), 3=312(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/235 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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) been designed r a livelother d of 20 Opsf on the bottom chord in III areas where a rectangle 3-6-0 tall by 2-0-0 wide will between thas fitThistruss he bottom chord and bers.,,%0 � NS A, 44 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 99 lb uplift at joint 1 and 225 lb uplift at joint ' • • e-t�j�I� C E 3. ,0 •. \ N `SF''•• 'ice V / 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. •� No 39380. Pi N AI- 00 O 4� Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters Shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify 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 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, seeANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340312 73195 MV6 GABLE 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I D:7QPecszFdotRumoewatlfLyMyl I-hJyggmGq 1 wuM5xTp3scBoMA_Gag FRYspo6cgXjzVRO? 6-0-o 2 3x4 11 7.00 12 3 3x4 3x4 11 Scale = 1:20.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=292/6-0-0, 3=292/6-0-0 Max Harz 1=343(LC 4) Max Upliftl=-156(LC 4), 3=-356(LC 4) Max Grav1=380(LC 9), 3=498(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-418/372 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 3CDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 nonconcurregit 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. ♦♦P 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 1 and 356 lb uplift at ,♦♦ �� •. • ........ E N ' •. e.9 �i� joint 3. 1 ,••�,` S�`••'. L� ��s 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NO 393`80. r E C? �iyS'`S,� N A` y��a♦♦♦ Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mfr.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTek" is always required for stability and to prevent collapse with possible personal injury and propetty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, YA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply =estyleT8340313 73195 MV8 VALLEY 6 • (optional) 'S3'34 2016 P 1 Chambers Truss, Fort Pierce, FL 3X4 i 8-0-0 12 5 2X3 I I 7.640 s Sep 29 2015 Mi Tek Industries, Inc. Thu Mar 31 11. age I D:7QPecszFdotRumoewatlfLyMy11-hJyg9mGg1 wuM5xTp3scBoMAyeanYRW?po6cgXjzVRO? 3X4 43x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress incr YES WB 0.18 Horz(TL) 0.00 n/a n/a BCDL 15.0 Code FBC2014/TPl2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No,3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=137/8-0-0, 4=164/8-0-0, 5=504/8-0-0 Max Horz 1=455(LC 4) Max Upl1ft4=-192(LC 4), 5=-588(LC 4) Max Grav1=137(LC 1), 4=277(LC 9), 5=848(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-441/393 WEBS 2-5=-711/615 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Exterior(2); 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 nonconcurre 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of v joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tt Scale = 1:27.3 PLATES GRIP MT20 244/190 Weight: 33lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; Nith any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide wi 192 lb uplift at joint 4 and 588 lb uplift at and design of this truss. II A. AZ 1. , e vo�PSiO�� i No 39380.. ' r • r E V: s� �Si . < p R j a• • ��,,� Thomas A. Albani-PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parko East Blvd. Tampa FL 33610 Date: April 4,2016 l ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE -- Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parametbrs 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 M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and propeo damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda Vf 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ridge LifestyleT834D314 73195 Mv10 GABLE 6 �PlyHarbRor 1Job eference (optional) Chambers Truss, Fort Pierce, FL 3x4 i 2x3 11 2x3 t.ti4u s 6ep za zui5 Mi i ek industries, Inc. Thu Mar si 1:53a1 2016 rage i I D:7Q PecszFdotRumoewatl fLyMyl I-GkH YXIExk? W nEU k EOk3 UAkYVXN hKEBZN680AW PZV RO2 10.0-0 12 3x4 4 3x4 11 Scale = 1:34.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=108/10-0-0, 4=273/10-0-0, 5=644/10-0-0 Max Harz 1=562(LC 4) Max Upliftl= 86(LC 6), 4=-308(LC 4), 5=-727(LC 4) Max Gravl=206(LC 4), 4=516(LC 9), 5=1105(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-568/491, 3-4=-374/320 WEBS 2-5=-903/767 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.0psf; h=46ft Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. ,1,�1171 111e1 hs truss has been designed for 1.0 psf botom chord lve load nonconcurrent� wth any other lve loads. % 11 4) TTlhis truss has been designed foraali a load oft tf 20. psf onl the bottom chord in all alreas where air rectangle 3-6-0 tall by 2-0-0 wide will `e�t,INPS A. 44 .- fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 1, 308 lb uplift at joint and 727lb uplift at joint 5. 6) "Semi-rigidI pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 0 �� G E N • No 39380...'.��: • E �,O S'fr Thomas A Albani PE No.39380 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for 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. Addlilonal 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 fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340315 73195 MV12 GABLE 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 i 12-0-0 3x5 11 7.640 s Sep 29 2015 MTTek Industries, Inc. Thu Mar 31 11:53:31 2016 Page i I D:7QPecszFdotRumoewatlfLyMyl I-GkHYXIExk? W nE U kEOk3UAkYVJNekE88N68OAwPzVRO2 43x4 11 Scale = 1:40.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 , Lumber DOL 1.25 BC 0.74 Veit(TL) nfa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 52 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=230/12-0-0, 4=257/12-0-0, 5=758/12-0-0 Max Horz 1=666(LC 4) Max Uplift4=-282(LC 4), 5— 832(LC 4) Max Gravl=230(LC 1), 4=505(LC 9), 5=1328(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-618/554, 3-4— 353/297 WEBS 2-5= 1033/857 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in ajl areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 4 and 832 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0%lislltlill1'r# op S A. % No 39380.. O • E Thomas A. Alban[ PE No.39380 Mffek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters sijown, 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 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 prope y damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bultding Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, YA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340316 73195 MV14 GABLE 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x5 i 14-0-0 7.00112 3x5 11 3x6 11 r.640 s Sep 29 zoio M i ek mousmes, Inc. Thu mar 31 11 53.32 col o rage i 1 D:7QPecszFdotRumoewatlfLyMy1 I-Iwrwk5FZVJeesdJQyRajjx5c2n4K7XLXKo7kSrzVRO1 3x4 11 scale = 1:46.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) rda n1a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 3-4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=330/14-0-0, 4=219/14-0-0, 5=915/14-0-0 Max Horz1=767(LC 4) Max Uplift4=-236(LC 4), 5=-980(LC 4) Max Grav1=330(LC 1), 4=444(LC 9), 5=1608(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2_ 679/631, 3-4=-308/255 WEBS 2=5=-1219/992 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 nonconcurrentlIwith any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In alf areas where a rectangle 3-6-0 tall by 2-0-0 wide to fit between the bottom chord and any other members, with BCDL=15.Opsf. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 4 and 980 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the 'analysis and design of this truss. %% BPS1AIIij��,o, I �� O ,. • GE'Ndo s 0 • No 39380. ' • E •�L: .` •,•�•�.R,p••.• `��. OOOS`Spill, � N A1 ,,♦♦♦ Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors: this design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 Qbolity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340317 73195 Mv16 GABLE 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.b9U S Jep Le LV IJ MIIBK IaaU5lri65, Illl:. r1U IYltll JI � by i I D:7QPecszFdotRumoewatlfLyMy11-Iwrwk5FZVJeesdJQyRajjx5g ln5TZVDXK07kSfzVRO1 16-0-0 7.00 12 10 5 3x4 2x3 II 3x6 i 4 3 2x3 I I 2 9 1 3x4 i 8 11 7 6 2x3 11 3x5 I I 3x4 I I 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014frPI2007 (Matrix) Scale = 1:53.0 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=862(LC 5) Max Uplift All uplift 100 lb or less at joints) except 6=-274(LC 5), 1=-218(LC 6), 7=-769(LC 5), 8= 594(LC 4) Max Grav All reactions 250 lb or less at joints) except 6=501(LC 9)1 1=380(LC 5), 7=1387(LC 9), 8=936(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-9=-921/736, 2-9=-921/800, 2-3=-597/477, 3-4=-574/542, 5-6= WEBS 4-7= 1008/814, 2-8=-766/617 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 15-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. A. 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 .•'�G E NS'•.'9i� �� fit between the bottom chord and any other members, with BCDL = 15.Opsi. � �� , �` •.� � � 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 6, 218 lb uplift at joint 1. 769 lb uplift at joint 7 and 594 lb uplift at joint 8. No 39380. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e �.0 R C"I'�,e� Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITekO 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 applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord; members only. Additional temporary and permanent bracing MiTek- prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandrta, YA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340316 73195 Mv18 GABLE 4 1 Job Reference (optional) c oe..e i Chambers Truss, Fort Pierce, FL pup ca cvi;. nn,a „.....,. ,_.,, ,.,.,. I D:7QPecszFdotRumoewatlf LyMyl I-Iwrwk5FZVJeesdJQyRajjx5g Iny2zSSXKo7kSrzVRO1 7.00 12 11 2x3 11 3x6 i 4 3 2x3 I I 2 10 3x4 i 9 12 8 7 2x3 11 3x6 = 2x3 18-0-0 6 3x4 II Scale = 1:59.8 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.46 BC 0.86 WB 0.83 (Matrix) DEFL. in (loc) Well Ud Vert(LL) n/a n/a 999 Vert(TL) n/a nla 999 Horz(TL) 0.00 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-0-0. (lb) - Max Harz 1=945(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 6=-275(LC 5), 7=-735(LC 5), 9=-720(LC 4) Max Grav All reactions 250 lb or less at joints) except 6=505(LC 9) 1=341(LC 5), 7=1361(LC 9), 9=1186(LC 9) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-967/796, 2-10= 957/861, 2-3=-582/418, 3-4=-559/527, 5-6=I357/286 = 9 WEBS 4-7=-971/762, 2-921/735 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 17-10-4; Lumber DOL=1.60 plate grip DOL=1.60 `%Ittltl l 11ll'e', 2) Gable requires continuous bottom chord bearing. l 3) This mass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�1� �P}S A. q4 �I♦ 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 ,�� .......... G E N 9 . e.9 �i♦♦ fit between the bottom chord and any other members, with BCDL = 15.Opsf. �� '�.: •�,� ��•.?j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at=lb) 6=27Z* i 7=735,9=720. No 39380.._� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i • E • Ak� I Thomas A. Albani PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design param6ters 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 MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340319 73195 MV20 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 Mr I ek Industries, inc. I hu Mar 31 11:b8:38 2W 6 rage i I D:7QPecszFdotRumoewatlfLyMy11-D701yRGBGdmVU nudW 95yF9emdAG5i?4gZStH?HZVROO 20-0-0 20-0-0 Scale = 1:65.8 5 7.00 12 3x4 2x3 11 10 4 3x6 i 3 2x3 II 2 � 9 11 -------------- 3x5 i 8 7 6 5x6 — 2x3 I I 3x4 I I 20-0-0 1 20-0-0 Plate Offsets (X Y)-- (8:0-3-0 0-3-41 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL . 20.0 Lumber DOL 1.25 BC 1.00 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 97 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. ' WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. OTHERS 20 SP No.3 WEBS 1 Row at micipt 5-6, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib) - Max Harz 1=1037(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 6= 283(LC 5), 7=-688(LC 5), 8=-898(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 6=521(LC 9), 1=337(LC 1), 7=1276(LC 9), 8=1486(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-1028/853, 2-9� 1010/939, 2-3=-564/391, 3-4=-541/500, 5-6=-370/294 WEBS 4-7=-903f737, 2-8=-1134/906 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `% . ^ PS A. e C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 19-10-4; Lumber DOL=1.60 plate grip DOL=1.60 0 .• C E N 2) Gable requires continuous bottom chord bearing. ,® �, `SF�•.� / �o� 3) This truss has been designed fora 10.0 psf bottom chord live load— ... - current 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, No 39 380..�� fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint 6, 688 lb uplift at joint = and 898 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. +. S E i0Nll A1 Thomas A. Albanl'PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek(l) connectors. This design Is based only upon parameters shdwn, 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 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 inks systems, seeANSI/TPI I Q6allty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340320 73195 MVA GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 i 7.640 s Sep 29 2015 M7ek Industries, Inc. Thu Mar 31 11:53:35 2016 Page 1 1 D:7QPecszFdotRumoewatlfLyMy11-9V W 2N6HSoEOCj52?da7QLaj83_6uAwVzOmMO3AzVR0_ 7.00 FIT 3x5 3x6 II 3x4 11 Scale = 1:44.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1=298/13-4-0, 4=234/13-4-0, 5=859/13-4-0 Max Horz 1=733(LC 4) Max Uplift4=-253(LC 4), 5=-927(LC 4) Max Grav1=298(LC 1), 4=468(LC 9), 5=1519(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2= 658/604, 3-4= 326/271 WEBS 2-5=-1151/943 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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 ih all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 4 and 927 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in;the analysis and design of this truss. I % O. �B 0 41;�,G E NJ • �/�1-��i • No 39.380. -, 1. :r Thomas A. Albanl PE No.39380 Mrfek USA, Inc. FL Cert 6634 6904 Palace East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke 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 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 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 taus systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340321 73195 N SPECIAL 1 2 Job Reference (optional) 7 640 s con 29 2n1u Wek Indumias Inc Thu Mar 31 1153:36 2016 Paae 1 chambers truss, rbn nerve, rL • •- •- - ati Ly-- _ ..i4-- l4Z -- - I D:7QPecszFdotRumoewatlfLyMy11-di4RaS14ZY83LFdCBHeftnGNwOLpvLc6FQ6xaczVRNz 2-6-0 52.8-0 3-6-0 1-6-0 6-0-1 11.3-10 15-9-0 21-0.8 26-4-0 31.7-8 36-11-D 41-4-6 46-7-15 50-2-0 5 -2 56-2-0 3-6-0 -6-0 36-1 5-3-9 4-5-6 5-3-8 5-3-8 5-3-8 53-8 4-5-6 5-3-9 3-0-1 -0 3�-0 1-0-0 1.6-0 Scale= 1:115.1 5x8 = 4x6 = 5x8 MT18HS= ' 3x4 i 8 9 40 10 11 12 41 13 7 14 ,mb 7.00 12 3x4 II 4 43x68x12i 9 15 6 3 27 18 x8II2 26 m 19 29 J 4 % 4x4 25 v 20 `a 1 33 3231 30 4x4 % 4x4 � 24 23 22 21 iv I m I 4 T- 4x4 = 6x8 = 3.00 12 4x5 i 6x8 = 4x4 = 4x5 12x12 = Adequate Support Re 4x4 = Adequate Support Required 4x4 = 2.6,0 52.8-0 -3-6-0 1-6-0 6-0-1 11-3-.10 159-0 21-0-8 26-4-0 31-7-6 36-11-0 41d-6 46-7-15 50-2-0 5 -2 56-2-0 3.6-0 -6-D 38-i 5-3-9 4.5-6 5-3-B 5-3-B 5-3-8 -0 3£-0 5-3-8 4-5-6 5-3-9 3-6-11." 1-0-0 1,6-0 Plate Offsets (X,Y)-- f5'0-3-4 Edgel f8'0-6-0 0-2-41 f10'0-3-0 Edgej f13'0-6-0 0r2-4j f22'06-0 0-84j f24:0-5-4 0-3-81 f30:0-5-4 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.23 27 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.85 27 >747 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.33 20 n/a n/a BCDL 15.0 Code FBC2014lfP12007 (Matrix-M) Wind(LL) 0.37 27 >999 240 Weight: 785lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 1=Mechanical, 20=Mechanical. (lb) - Max Horz2= 71(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 20 except 2=-2255 LC 5), 19=-2257(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 20 except 2=4300(LC 9), 19=4286(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when hown. TOP CHORD 2-3=-4914/2714, 3-4=-482/250, 17-18=-482/250, 18-19= 4911/2720, 5-6= 7684/4318, 6-7= 6411/3716, 7-8= 6333/3777, 13-14=-6333/3765, 14-15= 6110/3717, 15-16_ 7683/4319, 8-9=-7325/4444, 9-40= 9420/5607, 10-40=- 420/5607, 10-1 1=-9420/5607,11-41=-9420/5607, 12-41=-9420/5607, 12-1 b= 7325/4427 BOT CHORD 2-33= 2153/3968, 32-33= 4184/7637, 31-32— 4423/8052, 30-31-3453/6363, 29-30— 2749/5219, 28-29=-2505/4963, 27-28=-3612/6873, 26-27=-3594/6873, 25-26=-2429/4963, 24-25=-2677/5219, 23-24= 3384/6362, 22-2 =-4359/8049, 21-22=-4121 /7635, 19-21=-2088/3965 01 { 1►11 I l WEBS 6-31=-330/793, 6-30=-1499/898, 7-30=-428/260, 7-29=-485/343, 8-29=-280/584, 8-28=1724/2879, 9-28= 2465/1611, 9-27= 1586l2855, 11-27_ 462/484, 12-27=-1609/2856, 12-26=-2465/1636, 13-26= 1750/2679, 13-26— 294/584, ,%% 0 E•NS'�•.9�%�ie 14-25=-484/359, 14-24=-429/277, 15-24=-1499/899, 15-23= 33](792, 5-32= 611/391, ,,�,<�,•�\G 16-22= 611/389, 3-33=-1548/2791, 3-5=-3735/2109, 5-33=-4969/2750, 5-31=-1746/1002, 18-21=-1551 /2790, 16-18=-3732/2116, 16-21=-4969/2753, 16-2I=-1744/1008 No 39380.. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: — Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F), or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. j 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -3-5-4 to 2-4-4, Interlor(1) 2-6-0 to 15-9-0, Exterior(2) 15-9-0 to 50-2-0, Interior(1) 50-3-12 to 56-1-4; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x5 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E e •.<•0R1 N At E�,%% 1►11111 Thomas A. Albani-PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design paralnelers and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricafion, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexondrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340321 73195 N SPECIAL 1 2 Job Reference (optional) L:hambere Iru55, Yon YlerCe, M NOTES- 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable o 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in I D:7QPecszFdotRumoewatlfLyMy11-di4RaS14ZY83LFdOBHeftnGNwOLpvLo6FQ6xaczVRNz areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any withstanding 100 lb uplift at joint(s) 1, 20 except Qt=ib) 2=2255, 19=2257. the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAN— PAGE MII-7473 rev. 1010312015 BEFORE USE, _ Design valid for use only with MITekO connectors. fits 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing WeW Is always required for stability and to prevent collapse with possible personal Injury and property fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI damage. For general guidance regarding the I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340322 73195 Ni SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6� 0 3-6-0 6-0-1 5-3-9 4-5-6 ' 5x8 MT18HS i 7.00 12 6 5x6 W B i 3x5 i 32 5 3x5 G 4 25 6x10 MT18HS= 3x4 II Adequate Support Required 24 5x8 MT18HS = 23 4x10 r.b4U S Sep 29 20i5 Mi ek Industries, Inc. Thu mar 31 i i:53:or 2016 rage i I D:7QPecszFdotRumoewatlf LyMy11-5uepnoJiKrGwyPC01_AUQ?oTVog6ejnGU4rV72zVRNy 5-3-8 5-" 15-3-8 15-3-8 4-5-6 5-3-9 6-0-1 Scale = 1:113.6 6x8 = I 3x4 11 5xS MT18HS 5x8 MT18HS WB = 6x8 = 7 33 I 8 9 10 34 21 22 7x10 MT18HS = 20 3x4 II 3x4 11 3.00 12 11 35 3x5 12 5x6 W B 13 3x5 14 15 �r9 19 16 IT n 1 4x10 18 17 ry IC61 5x8 MT18HS 3x4 11 6x10 MT18HS = o = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.39 21 >999 360 TCDL 20.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -1.41 20-21 >449 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(TL) 0.68 16 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.61 21 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 2-24,15-18: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except` 7-23,10-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 1=Mechanical, 16=Mecha (lb) - Max Horz2=1(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 2— 2286(LC 4 1=-133(LC 4), 16_ 133(LC 5) Max Grav All reactions 250 lb or less at joint(s) 1, 16 except 2=4 15=4153(LC 9) Adequate Support Required PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 354 lb FT = 20% BRACING- ' TOP CHORD Structural wood sheathing directly applied or 2-2-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 1 Row at midpt 6-23, 7-23, 7-21, 10-21, 10-19, 11-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 15= 2290(LC 5), '6(LC 9), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 6308/3582, 3-4=5818/3453, 4-5=-5729/3464, 5-32=-5874/3578, 6-32=-5859/3597, 6-7=-5098/3220, 7-33=-8310/5066, 8-33=-8310/5066, 8-9= 8310/5066, 9-34=-8310/5066, A. 10-34=-8310/5066, 10-11=-5097/3220, 11-35=-5859/3598, 12-35— 5874/3578, `>> PcJ q nnIo 12-13— 5729/3465, 13-14=-5818/3453, 14-15_ 6307/3582 22-23= E N S •• ��i��i BOT CHORD 2-25=-2719/5099, 24-25=-2719/5099, 23-24= 2412/4684, -3208/6172, �••�• �� 21-22=-3208/6166, 20-21=-3210/6166, 19-20= 3210/6172, 18-19=-2410/4684, 17-18=-2718/5098, 15-17=-2718/5098 No 39380_ ' WEBS 3-24=-706/463, 5-24=-565/327, 5-23=-351/280, 6-23=- 1 448/2439, 7-23=-2922/1764, .. Z 7-22=0/277, 7-21 =-1 384/2454, 9-21=-470/487, 10-21 =-1 384/2454, 10-20=01277, 10-19= 2922/1765, 11-19=-1448/2439, 12-19— 351/280, 12-18=-566/327, 14-18= 705/463 I NOTES- 1) Unbalanced roof live loads have been considered for this design. E • •V �� '• L 2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; End GCpi=0.18; O R >, Q•.•• eee • • • •' ,G Lumber C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 15-9-0, Exterior(2) 15-9-0 to 52-0-7, Interior(1) 52-0-7 to 56-1-4; �� is • • .. • • ee 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. Thomas A. Albani PE No.39360 5) The Fabrication Tolerance at joint 6 =16%, joint 11 =16% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cert 6634 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will gggg parka East Blvd. Tampa FL 33610 Date: fit between the bottom chord and any other members. April 4,2016 8) Refer to girder(s) for truss to truss connections. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 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 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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI,1 Quallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. AJexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834D322 [job 73195 N1 SPECIAL 2 1 Reference (optional) Chambers I russ, Fon YlerOe, M I D:7QPecszFdotRumoewatltLyMyi 1-5uepnoJiKrGwyP601_Au6?oTVog6ein6U4rV72zVRNy NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of Nithstanding 22861b uplift at joint 2, 2290 Ib uplift at joint 15, 133 Ib uplift at joint land 133 Ib uplift at joint 16. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify 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 M!Tek" Is always required for stability and to prevent collapse with possible personal injury and proberty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterfa, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply r Ridge Lifestyle T8340323 FJeference 73195 N2 SPECIAL 8 1 (optional) Chambers Truss, Fort Pierce, FL 1AM S Jep Za 2016 MI i ex mausmes, inc. Thu Mar 31 r i cos:co 2016 rave I D:7QPecszFdotRumoewatlfLyMy1 I-Z4CB?BJK590naYnal ih7yCLcEBOaN9APjkb2fVzVRNx 5-8-10 11-0.4 15-5-10 20-9.2 26-0-, 0 31.4-2 36-7-10 41-1.0 46-4.10 52-1-4 5-8-10 5-3-9 4 5 6 5-3-8 5-3-35-3-8 5-3 8 4-5-0 5-3-10 5-8-11 Scale: 1/8'=1' 6x10 MT18HS= 3x4 II 46 = 6x10 MT18HS— 7.00 12 4x6 = 5x8 MT18HS W B = 34 6 7 35 a 9 3610 11 37 3x5 i 3x5 5x6 WB i 5x6 WBZ�l 5 12 3x5 i 4 13 3x5 a 3 14 m d, 3x10 i2 3x10 21 15 m 1 22 7x10MT18HS= 20 C0 ° 23 5x6 5x6 zZ rn 19 16 Io 0 25 24 3x5 % 3x5 z: 18 17 3x4 I 5x8 MT18HS= 3.00 12 5x8 MT18HS 3x4 11 5x10 = = Sx10 = 5-8-10 11-0.4 15-5-10 20-9-2 26-0,10 31-4-2 36-7-10 41-1-0 46-4-10 52-1-4 5-8-10 5-3-9 4-5-6 53-8 5� 8 5-3-8 5-0-8 4-5-6 5-3-10 5-8-11 Plate Offsets (X Y) f1:0 0 0 0 2 91 f4:0 3-0 Edgel f6:0-7-8 0-2-01 f9:0-4-0 Edq 1 f11.0-7-8 0-2-01 fl3:0-3-0 Edqel f16:Edge 0-2-91 f18:0-5-4 0-2-121 f24:0-5-4 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.38 21 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -1.36 21-22 >460 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.66 16 n/a n/a BCDL 15.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.62 21 >999 240 Weight: 347 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 1-24,16-18: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=2866/0-3-0 (req. 0-3-2), 16=2866/0-3-0 (req. 0-3-2) Max Upliftl= 2164(LC 4), 16=-2164(LC 5) Max Gravl=3772(LC 9), 16=3772(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-5 oc bracing. WEBS 1 Row at midpt 6-23, 6-22, 7-22, 7-21, 10-21, 10-20, 11-20, 11-19 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1562/826, 2-3=-6032/3530, 3-4=-5674/3447, 4-5=-5574/3459, 5-34— 5788/3637, 6-34=-5641/3654, 6-7=-6572/4233, 7-35=-8253/5195, 8-35=-8253/5195, 9-36= 8253/5195, 10-36=-8253/5195, 10-11= 6572/4233, 11-37 8-9=-8253/5195, -5641/3654, 12-37=-5788/3637, 12-13=-5574/3459, 13-14=-5674/3447, 14-15= 6032/3530, 15-16=-1562/826 BOT CHORD 1-25=-2818/4978, 24-25= 2818/4978, 23-24=-2598/47031 22-23>2468/4598, `�� 21-22=-3478/6230, 20-21= 3479/6230, 19-20= 2469/4598, 18-19= 17-18=-2818/4978, 16-17= 2818/4978 2599/4703, "% �P`S, A' WEBS 3-24=-557/358, 5-24=-667/431, 5-23=-296/293, 6-23— 106/410, 6-22— 1627/2641, %! �,.•'* E N 7-22= 2329/1572, 7-21 =-1 488/2467, 8-21=-467/487, 10-21=-148f//2467, ,,�,``Z`,.��G 10-20= 2329/1572, 11-20= 1627/2641, 11-19= 166/418, 12-19=-296/293, 12-18=-667/431, No 3 9 3 8 Q...--__ i 14-18=-557/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. " 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=4611; Cat. ii; Exp C; Encl., GCpi=0.1 � C-C Exterior(2) 0-0-0 to 15-0-0, Interior(1) 15-0-0 to 15-5-10, Exterior(2) 15-54P to 51-8-1, Interior(1) 51-8-1 to 52-1-4; Lumber - - E DOL=1.60 plate grip DOL=1.60 >' • �� '• 3) Provide adequate drainage to prevent water ponding. 4) All MT20 unless otherwise indicated. �j R 1 0.•� ti` ��` ��I SSA •' • • • plates are plates fora load loads.r �� `% °°°°°o has s nonconcurrent TTihis truss siged 1i 11t`',',,� the bottom chord in all alth reas where aive ned for ali a load of 0.0 sf onve been deeen 6) hass rectangle 3-6-0 tall b 2-0-0 wide will 9 P 9 Y fit between the bottom chord and any other members. IThomas A Albans PE No.39360 7) WARNING: Required bearing size at joint(s) 1, 16 greater than input bearing size. MITek USA, Inc. FL Cert 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2164 lb uplift at joint 1 and 2164 lb uplift at 6904 Parke East Blvd. Tampa FL.33610 joint 16. 1 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekm 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 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 MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcafiorL storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ridge Lifestyle T834032473195 N3 SPECIAL 18 77H,r eference o tional C D 1 Chambers Truss, Fort Pierce, FL I 7.6— a Sep ce 2015 N. an In d�str as, Inc. � � .,o e� ID:7QPecszFdotRumoewatltLyMy11-1 HmZCUKysTWeCiLnsPCMVQumNbMJ6a_aOKbBxzVRNw 5-7-14 11-0-4 16-6-7 26-0-10 33-6-13 4l-ru 4D-r-e 5-7-14 5-4-6 7-6-3 7-6-3 7-6-3 5-6-2 Scale = 1:91.9 6x8 = 3x4 II 7x8 = 6x8 = 7x8 = 6x8 = 7x8 = 3x4 II 6x8 = 1 2 3 4 21 5 6 7 22 8 9 10 11 20 R 23 19 24 \ 7x8 = See note 7 below. 16 7x8 MT18HS= 17 15 18 3.00 12 14 25 13 26 / 12 7x8 = See note 7 below. 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 Vert(LL) -0.32 16 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.19 15-16 >523 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(TL) 0.53 12 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.50 16 >999 240 Weight: 443lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. 1-20,11-12: 2x6 SP No.2, 1-19,3-19,3-17,9-15,9-13,11-13: 2x4 S M 30 WEBS 1 Row at midpt 1-20, 11-12, 1-19, 2-19, 3-19, 3-18, 3-17, 5-17, 5-16, 7-16, 7-15, 9-15, 9-14, 9-13, 10-13, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 20=2841/0-3-0 (req. 0-4-0), 12=2841/0-3-0 (req. Max Uplift20— 2098(LC 4), 12=-2098(LC 5) Max Grav20=3368(LC 9), 12=3367(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when 'shown. TOP CHORD 1-20— 3227/2105, 1-2= 1751/1093, 2-3= 1751/1093, 3-4=-5241%3192, 4-21=-5241/3192, 5-21=-5241/3192, 5-6=-7570/4564, 6-7=-7564/4558, 7-22=-5242/3193, 8-22=-5242/3193, 8-9=-5242/3193, 9-10= 1711/1068, 10-11= 1711/1068, 11-12= 3232/2104 BOTCHORD 19-24=-1882/3021, 18-24=-1882/3021, 17-18=-1936/3137, 16-1�=-3296/5425, 15-16= 3297/5427, 14-15=-1937/3139, 14-25=-1882/3023, 13-25= 1882/3023 WEBS 5-17� 2473/1702, 5-16=-1802/29 5, 6-16=6656/5610, 7-16=-1795 2896, 7-15 —2474/1703, ��O�rs• A,• 9-15= 1885/3114, 9-14=-514/500, 9-13_ 2639/1639, 10-13=-480/502, 11-13= 2155/3449 �� ••�,�G E N S�•'Q�j,�� NOTES- No 39380. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCpi=0.1[Z C-C Exterior(2) 0-2-12 to 15-2-12, Interior(1) 15-2-12 to 51-10-8; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. e 4) All plates are 5x6 MT20 unless otherwise indicated. ram- E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i%�.2r° , • _ �� 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 i�,��s •O p, 1 �. • G�,�� fit between the bottom chord and any other members, with BCDL = 15.0 sf. I " •"• � WARNING: Required nn ct on(by others aring )ze at of truss tobea reater than Input ing plate capable e 8) Provide mechanical of withstanding 2098 lb uplift at joint 20 and 2098 lb uplift at iIO N A, ►� , joint 12. Thomas A. Albani PE No.39380 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Mtrek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot 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. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and proberty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Crlleria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lilestyle T6340325 73195 P MONO TRUSS 63 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3-6-0 10 3x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:53:39 2016 Page 1 I D:7QPecszFdotRumoewatltLyMy11-1 HmZCUKysTW eCiLns PCMVQupObTR6i9ZxOKbB1¢VRNw 13-11-10 7-5-11 5x12 MT18HS i 6' 2x3 I 7.00 12 iE 5 6x8 = Scale = 1:52.7 Adequate Support Required -3.6-0 6-5-15 13-11-10 3-6-0 6-5-15 7-5-11 Plate Offsets (X Y)-- r2:0-0-1 0-0-121 r3:0-6-0 0-3-01 f4:0-0-13 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 5-6 >707 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 5 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEDGE WEBS 1 Row at midpt 4-5, 3-5 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1029/1-0-0, 5=748/0-8-0, 1=145/Mechanical Max Horz2=973(LC 4) Max Uplif12= 528(LC 4), 5=-812(LC 5), 1= 123(LC 4) Max Grav2=1339(LC 9), 5=1239(LC 9), 1=221(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when hown. TOP CHORD 2-3=-1108/262, 4-5=-452/370 BOT CHORD 2-6=-831/1255, 5-6_ 832/1251 WEBS 3-6=0/385, 3-5= 1404/934 NOTES- ,,��11111►►►/ 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; , A, I.*.. C-C Extedor(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 13-9-14; Lumber DOL=1.60 plate grip DOL=1.60 ��,,Qfir, G\v,Ps A�B 2) All plates are MT20 plates unless otherwise indicated. �� •.••�•E N� ; •, '9 �� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �`••. �j ,� 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord !n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N O 39380. .� 5) Refer to girder(s) for truss to truss connections. d 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 2, 812 lb uplift at joint'.$ and 123 lb uplift at joint 1. 1 = -0 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - S - E �'�•�� • .�40 •.....••• %%%`� Thomas A. Alban! PE No.39380 Mfrek USA, Inc. FL Care 66M 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK—FERANCE PAGE MI17473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340326 73195 P1 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3-6-0 2 10 1 3X4 = Adequate Support Required I D:7QPecszFdotRumoewatlfLyMyl I-W TJxQgLadmeVpswzQ7jb2dQ_8?pgr9OiA249jNzVRNv 13-11-10 T 7-5-11 5x12 MT18HS i 2x3 11 7.00 F12 5 6x8 = Scale = 1:62.7 Plate Offsets (X Y)-- f2:0-0-1 0-0-121 r3:0-6-0 0-3-0) r4:0-0-13 0-1-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 5-6 >707 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.02 5 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 Weight: 81lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEDGE WEBS 1 Row at midpt 4-5, 3-5 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1029/1-0-0, 5=748/0-8-0, 1 =1 45/Mechanical Max Horz2=973(LC 4) Max Uplift2=-528(LC 4), 5=-812(LC 5), 1= 123(LC 4) Max Grav2=1339(LC 9), 5=1239(LC 9), 1=221(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1108/26214-5= 452/370 BOT CHORD 2-6— 831/1255, 5-6=-832/1251 WEBS 3-6=0/38513-5= 1404/934 NOTES- I,��►ti111I/�� 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; �e� A. C-C Exterior(2) -3-5-4 to 11 6-12, interior(1) 11-6-12 to 13-9-14; Lumber DOL=1.60 plate grip DOL=1.60 �%SoOPs. '44 '0 ; 2) Ali plates are MT20 plates unless otherwise indicated. N S �� •E '9 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� .�•' V\ C' F•.•i4. 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 i fit between the bottom chord and any other members. e No 3938 5) Refer to girder(s) for truss to truss connections. e. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 2, 812 lb uplift at joint and 123 lb uplift at joint 1. -4 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tpe analysis and design of this truss. E Thomas A. Albani PE No.39380 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date:. n...or n nna r_ . .t, .. .,�.. ... A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not �" a truss system. Before use, the building designer must verify 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 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, seeANSI/TPII, Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340327 73195 PEA GABLE 16 1 Job Reference (optional) I Chambers Truss, Fort Pierce, FL LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 10-7-0 7.00 12 2x3 11 12 3x4 = 10 2x3 11 11 9:0-3-0,0-3-01 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.43 Lumber DOL 1.25 BC 0.75 Rep Stress Incr NO WB 0.29 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-2-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 2= 171 8=-656(LC 4), 6=-171(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 2= 9), 6=361(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 3-4=-384/340, 4-5= 384/340 WEBS 4-9= 457/162, 3-10= 859/686, 5-8=-859/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs expose Gable End Details as applicable, or consult qualified building designer as per) 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord it fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of 2=171, 9=124, 10=656, 8=656, 6=171. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 10) See Standard Industry Piggyback Truss Connection Detail for Connection to designer. 7.640 S Sep 292015 MI I eK Indusrnes, Inc. I nu Mar 31 11:63:4u'Lu1 b rage 1 I D:7QPecszFdotRumoewatif LyMyi I-WTJxQgLadmeVpswzQ7jb2dQ2H?jdrCtiA249jNzVRNv 10-7-0 Scale = 1:41.0 4x6 11 9 5x6 = 12 8 2x3 I I 2x3 If 5 3x4 = s Io DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 6 n/a n/a Weight: 80 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 4), 9=-124(LC 4), 10=-656(LC 4), 9), 9=808(LC 9), 10=1043(LC 9), 8=1043(LC BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; to wind (normal to the face), see Standard Industry Vsl/TPI 1. e��0 .• G e9 �i� nt with any other live loads. NO 39380, ._ �• all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit= withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) :. a analysis and design of this truss. e truss as applicable, or consult qualified building O �� : G� ee�• R �O N A' 1��leeee Thomas A. Aibanl-PE No.39380 MITek USA, Inc. FL Cert 66N 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 101031201E BEFORE USE. Design valid for use only with Mllek(9 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 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 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, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job I russ Truss Type Qty Ply Harbor Ridge Lifestyle T8340328 73195 PBA1 GABLE • 10 1 Job Reference (optional) '4 '50 2016 P 1 Chambers Truss, Fort Pierce, FL 12 7.00 12 "ME 4x4 = s Nov 10 2015 MiTek Industnes, Inc. Fri Apr 01 I : 6. age I D:7QPecszFdotRumoewatifLyMy1 I-Gmg_grpXPTI FHi6_jjOBOxAkPe4bvJyL?fHruHzV31Z 7-1-4 2x3 11 4 Scale=1:37.4 3x4 11 3x4 11 5 1 o d Nr 1 Ico 11 12 6 3x4 = 10 9 13 8 14 7 6 2x3 11 2x3 11 2x3 11 3x4 = 14-2-8 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.18 Horz(TL) 0.00 12 n/a n/a BCDL 15.0 Code FBC2014/fP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-8. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 9= 476(LC 4), Max Grav All reactions 250 lb or less at joints) 10, 6 except 8=5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 2-3=-344/357, 3-4=-344/357 WEBS 3-8= 278/0, 2-9= 608/497, 4-7=-608/497 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as 1 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral move PLATES GRIP MT20 244/190 Weight: 68 lb FT = 20% BRACING - TOP CHORD Sheathed or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 76(LC 4), 10=-130(LC 4), 6=-130(LC 4) 9), 9=760(LC 9), 7=760(LC 9) h=46ft; Cat. II; Exp C; Encl., wind (normal to the face), see Standard Industry r ANSI/TPI 1. (i.e. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 Ib uplift at joint 9, 476 lb uplift at joint 7, 130lb uplift at joint 10 and 130lb uplift at joint 6. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • No 39380,..- s o ` � E L„ f ♦ r�NAl% �E,,, Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke•East Blvd. Tampa R..33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameterslshown, and Is for an Individual building component, not �n 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. Additional temporary and permanent bracing M!Tek- Is always required for stability and to prevent collapse with possible personal Injury and propbkty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340329 73195 PBA2 GABLE 1 1 Job Reference (optional) I Th M 31 11:53-41 2016 Pa e 1 Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, no. u ar g I D:7QPecszFdotRumoewatlfLyMy.11-_ftKdAMD04mMROV9_gEgarzH FPCpag_rPipiGpzVRNu 14-2-8 3x4 11 2x3 11 2x3 11 2x3 11 3x4 11 11 12 3x4 = 10 9 8 7 6 2x3 1 2x3 11 2x3 I 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vert(TL) rda n/a 999 BCLL 0.0 Rep Stress incr NO WB 0.23 Horz(TL) 0.00 12 n/a rr/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 8=-467(LC 4), 6=-129(LC 4) Max Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=6; FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when WEBS 3-8=-389/491, 2-9=-354/449, 4-7= 354/449 I� 6 PLATES GRIP MT20 244/190 Scale = 1:35.6 Weight: 82 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. C 4), 7= 425(LC 4), 10= 129(LC 4), 9), 9=579(LC 9), 7=579(LC 9) NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per A SI/TPI 1. ``ty i l l i f f ill 3) Provide adequate drainage to prevent water ponding. �A. t �e le,i��i 4) Gable requires continuous bottom chord bearing. `,�O�PS A�e ) Gable studs spaced at 4-0-0 oc. �� `Z` G E N 6NIA $ ' • "9 �, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord Wall areas where a rectangle 3-6-0 tall by 2-0-0 wide will NO 393 80... • 1:__,P fit between the bottom chord and any other members, with BCDL = 15.Opsf. o 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofl withstanding 467 lb uplift at joint 8, 425 lb uplift at joinfN E • �� 425 lb uplift at joint 7, 129 lb uplift at joint 10 and 129 lb uplift at joint 6. i ®y 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. i�s�s _ •O R,�� O A�11 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 66M 1 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 I ® WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312016 BEFORE USE. Design valid for use only with MITek9 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 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 MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 o Truss russ ype Qty Fly Harbor Ridge ulestyle T8340330 73195 PBA3 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Apr 04 10:40:14 2016 Page 1 I D:7QPecszFdotRumoewatifLyMy1 I-C4W nj2bbwcdAgMFTCwngYofl UNuvAYCTc4De2FzU841 14-2-8 14-2-8 3x4 = 2x3 11 2x3 11 2x3 11 3x4 = Scale=1:41.7 1 2 3 4 5 No 3938Q.._ s n 44 ' L0R1�••'Cj�� O,NA9 jffiomasA.AJbanIPENo39380 i K USA, Inc. FL Gert 6634 11 12 6904'Parke.East Blvd. Tampa FL 33610 3x4 = 10 9 8 7 6 Date: 3x4 = 2x3 11 3x4 = 3x4 = 14-2-8 114-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.34 Horz(TL) 0.00 12 n/a n/a BCDL 15.0 Code FBC20141TP12007 (Matrix) 'Weight: 111 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 10-0-0 or purlins, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP tat 30 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 14-2-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10, 6 except 8=468(1_G 4), 9= 476(LC 4), 7=-476(LC 4) Max Grav All reactions 250 lb or less, at joint(s) 10, 6 except 8=647(LC 9), 9=568(LC 9), 7=568(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh wn. WEBS 3-8=-389/49212-9= 355/449, 4-7=-355/449 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ith any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in alll 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=15.Opsf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 tangle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6 except Qt=lb) 8=468, 9=476, 7=476. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I I I I April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters Shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify 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 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, seeANSI/TPl I I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Jo russ fuss ype ty ly Harbor Ridge Liiestyle T8340331 73195 PBA4 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FIL 7.640 a Nv ru 2015.4 I D:7QPecszFdotRumoewatItLyMyl 1-Ha4?G2?_NZMaCLiyY? NGoT?kzXq H4R9h W n3LfzzU82w 14-2-B 14-2-8 3x4 = 2x3 11 2x3 11 2x3 11 3x4 = Scale: i/4"=1' 1 2 3 4 5 ,es�Ps� As�A��q `�,, `�% •' • E NSF ••�� '� ®o�od`••L�C ft No 39.380- ._ yo Cb- � II' • � E •` (ue 'is--®S/"O N A; .00 11 12 I Thomas A. Aibanl PE No.39380 MiTek USA, Inc. FL Cert 6634 10 9 8 7 6 6904 Parke East Blvd. Tampa FL 33610 3x4 = 3x4 = 2x3 11 3x4 = 3x4 = Date; 14-2-8 14-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0,00 12 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP M 30 WEBS 1 Row at midpt 1-11, 5-12, 1-9, 5-7 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-2-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10, 6 except 8=-468(LC 4), 9= 480(LC 4), 7=-480(LC 4) Max Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=647(LC 9), 9=572(LC 9), 7=572(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shi wn. WEBS 3-8=-389/492, 2-9= 355/449, 4-7=-355/449 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as per AI 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrei 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 10) Provide mechanical connection (by others) of truss to bearing plate capable of 11) Beveled plate or shim required to provide full bearing surface with truss chord 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in ; h=46ft; Cat. II; Exp C; Encl., wind (normal to the face), see Standard Industry I/TPI 1. with any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and angle to grain formula. Building designer should verify capacity of bearing surface. ithstanding 100 lb uplift at joint(s) 10, 6 except (jt=lb) 8=468, 9=480, 7=480. joint(s) 8, 9, 7. analysis and design of this truss. April 4,2016 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. -- Design valid for use only with MITekO 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 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 MeW 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. seeANSI/TPI I I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanddall VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340332 73195 PBAS GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 10 3x6 11 11-5-4 ,,o��.,. ��,.. �....�.,. �..,.,.-... �,,._ ...n-. ID:7QPecszFdotRumoewatlfLyMyl1-w2?42rNTvhi4gkfY! FHIfG2WACpt2ZU8s01pKizVRNs 3x6 11 3x4 = I� 6 Scale = 1:34.0 11-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) rda n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-4. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10, 6 except 8=-597(LO 4), 9=-451(LC 4), 7=-451(LC 4) Max Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=666�(LC 9), 9=483(LC 9), 7=483(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s own. WEBS 3-8=-409/623, 2-9— 310/470, 4-7=-310/470 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per AP SI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 01111 � 11►►►11 4) Gable requires continuous bottom chord bearing. %� '0I 5) N/A ��1,p�PS- AMS• .4e�j, 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,� �`'•. �j i♦ 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. j No 39380. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI11 angle to grain formula. Building designer should verify capacity of bearing surface. e 10) Provide mechanical connection (by others) of truss to bearing plate capable of Lthstanding 100 lb uplift at joint(s) 10, 6 except Qt=1bE .. 8=597,9=451,7=451. 11 Beveled plate or shim required to provide full bearing surface with truss chord it joint(s) 8, 9, 7. : •� E ' 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ♦ir T �� 0 N A1. •�r,. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job rusS I rusS I ypB QtY Ply Harbor Ridge Lifestyle T8340333 73195 PBA6 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 2x3 11 M /.640 s Nov 10 2015 ivi" a II NUtl41tl ' " O. TN. nrn �Y , �.-.-..�«.. ,., yo , ID:7QPecszFdotRumoewatlfLyMylI-XxlzZOLcEfLglPhlZptlnt5aMHdObecl2YSi32zU 1B -5-4 2x3 11 2x3 11 3x4 = B 7 I 6x8 = 11-5-4 12 3x4 = Scale=1:41.5 ,,♦`,MPS a Aitl q< �o,'o ♦♦%�O o No 393SQ.._- r r i I �� IF S C? •.� , , <,'es'0 N Ag, % % r� d Thomas A. Alban[ PE No,39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) Ma n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 , BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TPl2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. (lb) - Max Uplift All uplift 100 lb or less at joints) 10, 6 except 8=-t Max Grav All reactions 250 lb or less at joint(s) 10, 6 except FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when WEBS 3-8= 409/624, 2-9=-308/468, 4-7=-308/468 PLATES GRIP MT20 244/190 Weight: 100 lb FT = 20% BRACING - TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 or, bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 4), 9=-461(LC 4), 7= 461(LC 4) LC 9), 9=490(LC 9), 7=490(LC 9) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T(_;DL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per AN 1/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSUTPI 1 jangle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6 except Qt=lb) 8=598, 9=461, 7=461. 11) Beveled plate or shim required to provide full bearing surface with truss chord atljoint(s) 8, 9, 7. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. I ADIIH 4.2016 ® WARNING- Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, 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 Individual truss web and/or chord members only. Addiftonai 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, seeANSI/TPI I I9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria; VA 22314. Tampa, FL 33610 ofuss Truss Type City y Harbor Ridge Lifestyle T8340334 73195 �,JBA7 GABLE 2 1 Job Reference (optional) • C Deno 1 GnamDars I russ, f-On FIM9, t-L ID:7QPecszFdotRumoewatlfLyMyil-ro396z6dXj4TNR66vhymlyXYoBSM01zbT1gn2gz 7zd 11-5-4 3x4 = 2x3 11 2x3 11 2x3 I 3x4 = Scale=1:51.1 1 2 3 4 5 '�oMPs '''• •q�� •�.'9 .°°EIV No 39380._. O c0 O ~ of � • � �,�. V / • :S E' T � O R p•��4=��• 11 12 0 10 9 8 7 6 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 3x4 — 6k8 — — — 2x3 I I �xa — — 3x4 — — 6904 Parke Fast Blvd. Tampa FL 33610 Date: 11-5-4 111-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 107lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30 *Except* 1-9,5-7: 2x4 HF/SPF Stud/Std OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. (lb) - Max Uplift All uplift 100 lb or less at joints) 10, 6 except 8=,, Max Grav All reactions 250 lb or less at joint(s) 10, 6 except FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when WEBS 3-8=-410/624, 2-9= 307/467, 4-7=-307/467 NOTES- 1) Wind: ASCE 7-10; VUit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as per Al` 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 10) Provide mechanical connection (by others) of truss to bearing plate capable of w 11) Beveled plate or shim required to provide full bearing surface with truss chord at 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in thi BRACING - TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 4), 9=-458(LC 4), 7=-458(LC 4) ;LC 9), 9=487(LC 9), 7=487(LC 9) h=46ft; Cat. II; Exp C; Encl., wind (normal to the face), see Standard Industry I/TPI 1.Truss designed for wind loads in the plane any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and to grain formula. Building designer should verify capacity of bearing surface. iding 100 lb uplift at joint(s) 10, 6 except Qt=lb) 8=599, 9=458, 7=458. ) 8, 9, 7. Isis and design of this truss. Anril A 901 A ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI1 damage. For general guidance regarding the IQuallty Criteria,.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job I fuss I russ I ype Qty Ply =StyleT8340335 73195 PBAB GABLE 8 1 (optional) Chambers Truss, Fort Pierce, FL r.640 s Nov iu 20i 5 MIT ak mousrnes, mc. —" r�pi vv hpG n 1 �o Z e J ID:7QPecszFdotRumoewatlfLyMy11-Oz8w2h7JIWfYSLXFgLTTRgOvb260hpGyn51D?yz 7 - 1-5-4 1-5-4 Scale=1:57.8 3x4 = 2x3 I I 2x3 II 2x3 11 3x4 = 1 2 3 4 5 cb r No 3938Q.._-;� _® oc cb • E�ji/r R r`° 11 12 0 Thomas A. Albani PE No.39380 10 9 3x4 = 6x8 8 2X3 11 7 6 6x8 — 3x4 —_ MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 11-5-4 111-5-4 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 0.64 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO W B 0.19 Horz(TL) -0.00 12 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 120 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-4. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10, 6 except 8=-599(LC Max Grav All reactions 250 lb or less at joint(s) 10, 6 except 8=668 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when WEBS 3-8=-410/625, 2-9=-307/466, 4-7=-307/466 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed t Gable End Details as applicable, or consult qualified building designer as per AN 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent v 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all; any other members, with BCDL = 15.0psf. 9) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 s 10) Provide mechanical connection (by others) of truss to bearing plate capable of wit 11) Beveled plate or shim required to provide full bearing surface with truss chord at 11 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the BRACING - TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 5-12, 3-8, 2-9, 4-7, 1-9, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , 9= 460(LC 4), 7=-460(LC 4) 9), 9=488(LC 9), 7=488(LC 9) L=3.Opsf; h=46ft; Cat. II; Exp C; Encl., wind (normal to the face), see Standard Industry I/rPI 1. any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and to grain formula. Building designer should verify capacity of bearing surface. iding 100 lb uplift at joint(s) 10, 6 except (jt=lb) 8=599, 9=460, 7=460. )8,9,7. /sis and design of this truss. April 4,2016 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED —1——FERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not tot 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 buckling of Individual truss web and/or chordmembers only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se0ANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T8340336 =Reference 73195 PBAA GABLE 2 2 al 1 2:45 7ln 116 Pnn 1 Chambers Truss, Fort Pierce, FL 3x4 = I.—�..or«�..... ......... ..._. _..---- ID:7QPecszFdotRumoewatlfLyMyl I-sR7gTXPj RJ HowdpwDgJmlh8ybOaGW W bRKKnwPbzVRNq 3x4 ll 3 3x4 = Io Scale = 1:13.2 3-5-12 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 24 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=-80/3-5-12, 5=0/3-5-12, 2=299/3-5-12, 4=118/3-5-12 Max Horz 1=199(LC 4) Max Upliftl= 251(LC 6), 2=-428(LC 4), 4=-136(LC 4) Max Gravl=267(LC 4), 2=539(LC 9), 4=197(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when TOP CHORD 1-2=-301/273 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with IOd (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1 Od (0.131 "x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; 11 It 4) Truss designed Lumber lplate.60 forwind loadsin hepla elof thOe truss only. For studs exposed to wind (normal to the face), see Standard Industry si %%,• " ,PSI A. , Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. %% O >� 5) Gable requires continuous bottom chord bearing. \�� G E N,944 • e9� �� 6) Gable studs spaced at 6-0-0 oc. j `� �•••'.� �r 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ftN.O 3 938 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will: fit between the bottom chord and any other members. 9) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. e 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=25?- E 2=428, 4=136. �i� • _ `� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �,' . d�.•• \ �� 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building d, S ' • • • • �� designer. j ��os&/0 N i �Shtl l l l 114�e Thomas A. Albans PE No.39300 MfTek USA, Inc. FL Cert 6634 6904 Park© East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. Before use, the building designer must verify the applicability of design 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 only. Additional temporary and permanent bracing MiTeW 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, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340337 73195 PBB GABLE 2 1 Job Reference (optional) 5 2016 P 1 Chambers Truss, FortPierce, FL 7.00 F12 4x4 = 2x3 II 1/2 3x4 = 12 11 2x3 11 2x3 I I 10 3x6 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11.53. 4 age ID:7QPecszFdotRumoewatlfLyMy11-sR7gTXPjRJHowdpwDgJmlh8pzORbW UiRKKnwPbzVRNq Scale = 1:34.1 3x6 = 2x3 II 3x4 II v N 13 to 9 8 2x3 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.70 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 `Except` 5-7: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 19-5-12 (lb) - Max Horz1=112(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2= 143(LC 4), 12= 236(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 8=320(1 12=365(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when WEBS 6-9=-609/623, 4-11= 537/551, 3-12=-247/265 PLATES GRIP MT20 2441190 Weight: 61 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (LC 4), 9= 585(LC 4), 11=-517(LC 4), 9), 9=806(LC 9), 11=703(LC 9), NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,�� I I III,, C-C Corner(3) 0-3-8 to 17-3-0, Exterior(2) 17-3-0 to 19-4-0; Lumber DOL=1.60 plate grip DOL=1.60 �� S A. 1�OS 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 10 O0 q(e 10 � Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ��%.� • • C, E N '9 3) Provide adequate drainage to prevent water ponding. �� '� : �.� S+�• ?/ �i 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. NO 39380. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 7t 7) . 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. I = -t3 ; 8) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/TPI 1 angletograin formula. Building designer should verify - E •`u capacity of bearing surface. • • Il(1 Z., 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at joints 1 except t—Ib 2=143'0� 8=232, 9=585, 11=517, 12=236. 'jts •• O R, 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �i • • ° • • •"� 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building N Al,,`�� designer. s� Thomas A. Albani PE No.39380 Mffek USA, Inc. FL Cori 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramefers and property Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building design. prevent of Is always required for stability and to prevent collapse with possible personal injury and propeity damage. For general guidance regarding the fabrlcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340338 73195 PBB1 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4-3-0 9 3x6 1.60 s cap 29 2015 10" en , iuua„ as, a c. , i a.ag , I D:7Q PecszFdotRumoewatlfLyMy11-KdhDgtQLCcPfXnO7mN q?Hug2cQlnFx3aY_XTx1 zVRNp 19-5-12 Scale = 1:34.1 2z3 11 3x4 = 8 7 2x3 I I 3x4 \\ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.77 Vert(TL) n/a War 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 11 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=223(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-1004(LC 9), 7=-254(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=811(LC 4 7=347(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when TOP CHORD 1-2= 581/649, 6-7=-253/256 WEBS 5-8=-559/582, 4-10=-599/597 PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 1136(LC 4), 8=-527(LC 4), 10=-565(LC 4), 2=1616(LC 9), 8=723(LC 9), 10=810(LC 9), NOTES- ,,,doe l l l l l l ll., 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ee�o�p;S A �446 J** C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 e� '9 s 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry eee �•'�,� C' E N S�.• �j o� Gable End Details as applicable, or consult qualified building designer as per ANSI/t PI 1. 4) Provide adequate drainage to prevent water ponding. NO 39380. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenit with any other live loads. : -� •r 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide wit S E d fit between the bottom chord and any other members. 0- 9) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 1. , ' �� capacity of bearing surface. 40 R �• • �� fee 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1004 lb uplift at joint 1, 1136 lb uplift at • , joint 2, 527 lb uplift at joint 8, 565 lb uplift at joint 10 and 254 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. fill i , 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albaniff No.39380 designer. MiTek USA, Inc. FL Cert 6634 13) N/A 6904 Parke East Blvd. Tampa FL 33610 Date:. April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, The building designer must verify 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 MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340339 73195 PBB2 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.64u s Sep zu 205 Muex mausrrles, Inc. Thu Mar 31 I i:53AO 2016 raga 1 I D:7QPecszFdotRumoewatlfLyMy11-KdhDgtOLCcPfXnO7mNq?Hug35QnOFxvaY_XTx1 zVRNp 6-3-0 19-5-12 6-3-0 13-2-12 Scale = 1:34.1 3x6 = 3x6 2x3 I 3x4 11 4 5 6 7 7.00 F12 zx3 I I 3 v r•S 2 1 rm 13 d 3x4 = 12 11 10 9 8 2x3 11 2x3 I 3x6 = 2x3 I 3x4 19-5-12 19-5-12 Plate Offsets (X Y)-- (4:0-3-0 0-1-121 (8:0-1-4 0-1-81 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n1a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 4-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=335(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-218(LC 6), 2--249(LC 4), 9=-587(LC 4), 11= 472(LC 4), 8= 222(LC 4), 12=-365(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1 except 2=386(LC 9), 9=802(LC 9), 11=669(LC 9), 8=309(LC 9), 12=586(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s own. TOP CHORD 1-2=-409/366, 2-3=-255/227 WEBS 6-9=-609/629, 5-11=-514/502, 3-12=-487/381 NOTES 1 eitSeAe t►it 1) Unbalanced roof live loads have been considered for this design. �� I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; �BCDL=3.Opsf; h=46ft; Cat. li; Exp C; Encl., GCpi=0.18; ,� OON C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 • • Ci -9 3) Truss designed for wind loads in the plane of the truss only. For studs exposed Ito wind (normal to the face), see Standard Industry �v �; '�,� S'�`••• 2� �� Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. No 3 9380.. 5) Gable requires continuous bottom chord bearing. Z �t 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opgf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wills a fit between the bottom chord and any other members. E •: v 9) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/TPI 1 angle, to grain formula. Building designer should verify •o:��ar' capacity of bearing surface. ��i • 0 R 1 �••� �� , 10) Provide mechanical connection (by others) of truss to bearing plate capable of ;withstanding 218 lb uplift at joint 1, 249 lb uplift at joint 2 �i s • • • `` �� ft joint 9, 472 lb ft joint 11. 222 lb uplift at d 365 11) "Semi -brig dlipi cthbreaks including lheetls" Member end fixity modeltwas nused in the uplift the analysis tS and design of this truss. ,� 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albani PE No.39380 designer. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiT61c® 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 applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is To buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrtcatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340340 73195 PB63 GABLE 2 1 Job Reference (optional) .. i.,,. Tti„ n-. Q I i 4.cz.e7 Oma aa„o t Chambers Truss, Fort Pierce, FL 7.00 12 2x3 11 12 3x5 11 3x6 = 3x4 = 12 11 2x3 I I 2x3 11 1— 6SP ,.,,, .................__... __._ . _a_ . I D:7Q PecszFdotRumoewatIfLyMyI I-ppFbuDQzzwXV9xzJK5LEg6DBvg38_N RkndGOTTzVRNo 2x3 11 3x4 11 13 10 9 8 3x6 J 2x3 11 3x4 \\ Scale = 1:35.2 IW 0 19-5-12 Plate Offsets (X Y) f5:0 3 0 0-1-121 fB:0-2-0 0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 5-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-5-12. (lb) - Max Harz 1=447(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 248(LC 6), 8=-220(LC 4), 12=-395(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=287(LC 8=381(LC 9), 12=631(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-529/462, 2-3=-399/356 WEBS 6-9=-616/638, 4-11=-596/530, 3-12=-532/412 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as per At 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrei 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/TPI 1 angle capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of , 594 lb uplift at joint 9, 500 lb uplift at joint 11, 220 lb uplift at joint 8 and 395 It 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 12) See Standard Industry Piggyback Truss Connection Detail for Connection to b designer. 15(LC 4), 9= 594(LC 4), 11=-500(LC 4), 2=358(LC 9), 9=1011(LC 9), 11=847(LC 9), 3CDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ```,,O�PS• A. q(e i o wind (normal to the face), see Standard Industry �e�•' � C' E N SI/TPj 1. 4 i • NO 39380..E qL s e 7k I with any other live loads. ti areas where a rectangle 3-6-0 tall by 2-0-0 wide wit .' E {� o to grain formula. Building designer should verify 040 t�J" upliftltat joint 128 lb uplift at joint 1, 215 lb uplift at joint 2 ✓i+;S'8+ 0 N AL le analysis and design of this truss, se truss as applicable, or consult qualified building Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6&M 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2016 BEFORE USE. Design for use only with MIT00 connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not �� valld 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. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and propdrty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII §uality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340341 73195 PBB4 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 2x3 II 12 7.00 12 7.640 s Sep 29 2015 Mrrek Industries, Inc. Thu Mar 31 11:53:46 2016 Page 1 I D:7QPecszFdotRumoewatlfLyMy11-H?oz5ZRckEfMn5YVuosTMJIQdDONjoOtOHOaOvzVRNn 19-5-12 10-3-0 1 1 9-2-12 2x3 11 _ Scale = 1:37.4 2x3 I I 3x4 I I 3x4 = 12 11 10 9 U 2x3 2x3 11 3x6 = 2x3 3x4 1915-12 1945-12 Plate Offsets (X Y)-- f5:0-4-0 0-2-41 f8:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight:831b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-5-12 (lb) - Max Harz 1=558(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-334(LC 6), 8=-218(LC 4), 12= 355(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=369(LC 8=375(LC 9), 12=564(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when TOP CHORD 1-2= 666/584, 2-3=-524/456, 3-4=-324/301 WEBS 6-9=-639/646, 4-11=-737/604, 3-12— 473/372 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. C 4), 9=-599(LC 4), 11=-575(LC 4), 2=404(LC 9), 9=1033(LC 9), 11=989(LC 9), NOTES- ttitIII11►1/, 1) Unbalanced roof live loads have been considered for this design. ,t,� S A. �% 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; `%,0 ,d C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 •.• `G E N S •. q��s, 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �e �, �`••.• , s Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. N.( 39380...—". 5) Gable requires continuous bottom chord bearing. o 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -a • 11 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will® E f� fit between the bottom chord and any other members, with BCDL = 15.Opsf. 0. 9 Bearingat joints 13, 8 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify ov r • • ��® ) O P 9 9 9 9 9 9 Y � capacity of bearing surface. `�` ••• O RA ••• �� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 1, 244 lb uplift at joint 2 ,�� `SS •' • ...... 599 lb uplift at joint 9, 575 lb uplift at joint 11, 218 Ib uplift at joint 8 and 355 lb uplift at joint 12. ��N Ai 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albani-PE No.39380 designer. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 4.2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mu-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters sfiown, 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 buckling of Individual truss web and/or chord only. Additional temporary and permanent bracing MiTek" prevent members Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340342 73195 PBB5 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 12-3-0 7.640 s aep 29 cv iv mnen niuua,uo"�w. „�� .,a, .,, �.. ,., ...y.. . I D:7QPecszFdotRumoewatlfLyvIy11-H7oz5ZRckEfMn5YvuosTMJIRwDOIj kXtOH0aOvzV RNn 19-5-12 7-2-12 3x6 = 3x6 I I 3x4 11 Scale = 1:42.8 I 7.00 12 2x3 I 4 e 0 2x3 11 3 12 ro 1� 13 0 3x4 = 12 11 10 9 83x4 2x3 II 2x3 II 3x6 = 2x3 11 19-5-12 Plate Offsets (X Y)-- 15:0-3-0 0-1-121 f8:0-1-4 0-1-e1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.96 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 13 n/a n1a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=670(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 394(LC 6), 2-233(LC 4), 9= 637(LC 4), 11= 595(LC 4), 8— 212(LC 4), 12= 357(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=429(LC 4), 2=406(LC 9), 9=1119(LC 9), 11=1043(LC 9), 8=362(LC 9), 12=544(LC 6) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 793/694, 2-3— 661/569, 3-4=-461/424 WEBS 6-9— 722/681, 4-11=-792/625, 3-12= 459/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. `%% A. /!! 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLrn= -3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.18; .%"O' PcJ C-C Coer(3); Lumber DOL=1.60 plate grip DOL=1.60 I �'9 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry � ��,•' C' E N S�`'•° �j �� Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. i 4) Provide adequate drainage to prevent water ponding. No 3 9380..___;____ 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -0 8) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilroE fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSIIrPI 1 anglelto grain formula. Building designer should verify �.0, • �� capacity of bearing surface. i 10, '-.4... ; R • G` �� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 1, 233 lb uplift at joint 2 �i! ss� °"� �� % uplift 11) "Semi-rigidpitchbr aks including ljoint b) heels" Member end fixity modelused ed in the analylft at sis and design of this truss. int 12.!!/4t, 111 N Ai {'�� 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Alban) PE No.39380 designer. MITek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters sown, and Is for an Individual building component, not a Truss system. Before use. the building designer must verify the applicability of design parameters bullding design. Bracing Indicated is To prevent buckling of Individual truss web and/or chord and properly Incorporate This design Into the overall members only. Additional temporary and permanent bracing {MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 damage. For general guidance regarding the Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle J T8340343 73195 PBB6 GABLE 2 Job Reference (optional) Chambers Iruss, 1011 VISTCe, FL 14-3-0 7.00 12 5x6 i 4 2x3 11 3 2 1 3x4 = 19 11 1 i.evvaaay <o cv,o ,union uivvamw,,,,,,,,,..,...�.. �., .., �..a., I D:7QPecszFdotRumoewatlfLyMy1 I-ICMLJvSEVXnD PF6iSW N ivXIT?dj US7C1 Ex17YMzVRNm 3x6 i 3x4 I I Scale = 1:49.0 3x5 11 6 7 2x3 11 2x3 11 3x6 = 2x3 11 3x4 // LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.96 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.01 13 n/a n/a BCDL 15.0 Code FB02014ITP12007 (Matrix) Weight: 90Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 6-7: 2x4 SP No.3 and verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 19-5-12. (lb) - Max Horz 1=782(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2=-249(LC 4), 9-672(LC 4), 11=-611(LC 4), 8=-218(LC 4), 12=-337(LC 4), 1= 457(LC 16) Max Grav All reactions 250 lb or less at joint(s) except 2=430(LC 9), 9=1214(LC 9), 11=1070(LC 9), 8=368(LC 9), 12=516(LC 6), 1--198(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-924/80612-3=-776/659, 3-4=-586/528, 4-5=-255/252 WEBS 5-9— 814l715, 4-11=-820/641, 3-12=-431/354 NOTES- 1) S A. Unbalanced roof live loads have been considered for this design. O NN ;14 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; •' C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 �� ,••V�G N `SF••�yj ♦♦.0 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. NO 39380..—�__ _, 4) Provide adequate drainage to prevent water ponding. L 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • - jv fit between the bottom chord and any other members, with BCDL = 15.Opsf. i r 9) Bearing at joint(s)13, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify ♦� �� l3 }� 1 �.••`��,�e capacity of bearing surface. 1 ♦I� ss� • •' •' "• �\ %%� 10) Provide mechanical connection (by others) of truss to bearing plate capable of 'withstanding 249 lb uplift at joint 2, 672 lb uplift at joint 9 I�� N Ai ,�� , 611 lb uplift at joint 11, 218 lb uplift at joint 8, 337lb uplift at joint 12 and 457 Ib uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A Albani PE No.39380 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building MITek USA, Inc. FL Cert 6634 designer. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, UA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340344 73195 PBB7 GABLE 25 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I D:7QPecszFdotRumoewatlf LyMyl I-DOwj W FTsGrv4OOhu?DvxSkrkal6wBg3ATbVh4ozVRNi 7.00 12 2x3 11 3x6 i 2x3 I 3 1 2 i 10 3x4 = 9 8 7 2x3 11 3x5 I I 3x4 00 6 Scale = 1:51.1 115-5-2 Plate Offsets (X Y)-- 17:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.82 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 10 n/a n/a BCDL 15.0 Code FBC2014rrP12007 (Matrix) Weight: 70 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-5-2. (lb) - Max Horz 1=858(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2 except 7=-278(LC 4), 9=-584(LC 4), 1=-291(LC 6) Max Grav All reactions 250 Ib or less at joint(s) 2 except 7=512(LC 9), 9=883(LC 6), 1=402(LC 4) 783(LC 4), 8=1314(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-945/77612-3=-924/795, 3-4=-604/479, 4-5=-581/544, 6-7=-352/288 WEBS 5-8=-1013/828, 3-9_ 748/612 NOTES-% W nd ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `,�,,0NS A. �'�., C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 �i o `Z• \GEIVS•'•'L�i 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry oa �. ; �, �.` ••• s Gable End Details as applicable, or consult qualified building designer as per ANSIrl-PI 1. i 3) Gable requires continuous bottom chord bearing. NO 39380.._24 4) Gable studs spaced at 6-0-0 oc. 7Y 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 wily fit between the bottom chord and any other members, with BCDL=15.0psf. 7) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle ito grain formula. Building designer should verify S E •' �� capacity of bearing surface. i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=1b) 7=278 �0, •.� O {� 1 �. `• G�,,�� , 8=783, 9=584, 1=291. Iij S • •' breaks ixity model was used in th6 s and design of is truss. 110) SeelStandardlInd Indusncluding heels" Member end try Piggyback Truss Connection (Detail for Connection to base truss) as applicable, onc�onsult qualified building ,��l jO IIIN A; it �%�� designer. Thomas A. Alban[ PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mireke 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 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 b Truss Truss Type Qty Ply Harbor Ridge LBestyleT8340345 195 P73 PBC GABLE 75 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep zs zvic Munn muusnros, uic. I hu Maro - .- < - ao I D:7QPecszFdotRumoewatltLyMyl I-DOwj W FTsGrv400hu?DvxSkrj218zBjcATbVh4ozVRN I 8-9-0 4 3x4 I 7.00 12 2x3 3 2 1Li �1'4 3x4 = 6 5 3xs 11 3X4 7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.69 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress incr NO WB 0.27 Horz(TL) -0.00 2 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-9-0. (Ib) - Max Harz 1=517(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-473(LC 6), Max Grav All reactions 250 lb or less at joint(s) 1 except 2=408(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-455/329, 2-3= 653/590, 4-5=-364/315 WEBS 3-6=-1047/910 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as per Al 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 7, 2, 5 considers parallel to grain value using ANSUTPI 1 a capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of 1 , 5=301, 6=873. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tt 10) See Standard Industry Piggyback Truss Connection Detail for Connection to b designer. Scale = 1:29.7 I� 0 PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 301(LC 4), 6=-873(LC 4) 5=434(LC 9), 6=1233(LC 9) h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; 'RPM normal to the face), see Standard Industry �%% BPS t Af `��,5`Z`,•��Ca E 1VS� ••2,. with any other live loads. -•• areas where a rectangle 3-6-0 tall by 2-0-0 wide will* NA 39380...—,_ Ile to grain formula. Building designer should verify 100 ib uplift at joint(s) 1 except (jt=ib) analysis and design of this truss. e truss as applicable, or consult qualified building OR _ E 11: ONM- 1,1111111101 Thomas A. Albani-PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: ADM 4.2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters sfrown, 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 bullding 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 possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty, Ply r Ridge Lifestyle T834D346 FJeference 73195 PBCC GABLE 1 2 (optional) Chambers Truss, Fort Pierce, FL Plate Offsets LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 2 1 , 2x3 11 3x4 = 6 3x5 11 7.00 8.9-0 r.ovv s aep za zu ra mi i ar< muusmas, mc. mulvialai i ye 1 I D:7QPecszFdotRumoewatlfLyMyl l-DOwj W FTsGrv4OOhu? DvxSkrgli DRBIjATbVh4ozVRNI SPACING- 2-0-0 CSI. DEFL. in Plate Grip DOL 1.25 TC 0.81 Vert(LL) n/a Lumber DOL 1.25 BC 0.34 Vert(TL) n/a Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 Code FBC2014/TPI2007 (Matrix) BRACING- TOPCHORD BOT CHORD REACTIONS. All bearings 8-9-0 3x4 3x4 7 (loc) Udefl Ud n/a 999 n/a 999 2 n/a n/a Scale = 1:29.7 m I� 0 PLATES GRIP MT20 244/190 Weight: 70 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Horz 1=517(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-478(LC 6), 5=-301(LC 4), 6— 874(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1 except 2=412(LC 4), 5=434(LC 9), 6=1234(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when s town. TOP CHORD 1-2=453/328, 2-3=-654/591, 4-5=-364/315 WEBS 3-6=-1049/911 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ,,`,�� 11�11/�,�, connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,,�,S ,q4 jP,� 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;l BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; -��'pa C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 v% � . G E IVg ' •.; 9,�, �� 4) 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 perANSI/TPI 1. + No 39380. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. a 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in'all areas where a rectangle 3-6-0 tall by 2-0-0 wide will: -0 ' fit between the bottom chord and any other members. % E V 9) Bearing at Joint(s) 1, 7, 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��;+'/� capacity of bearing surface. ass' . � 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding100 lb uplift at joint(s) 1 except Qt=lb) �� 1ss •• ..... ''•• • `� �, 2=478,5=301,6=874. 11) Semi -rigid pitchbraks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Alban) PE No.39380 designer. 1 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek8 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 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 MiTek° Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSI/TPI1 Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. AlexandriaI VA 22314. Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340347 73195 PBD GABLE 2 1 Job Reference (optional) .. AI... 11 11•C17a1R Penns Chambers Truss, Fort Pierce, FL 2-0-0 12-1-2 I—. c—P. cv ,�,•, on ,,,..,.�,,,ss. ...... ..... ...... ... __._ _�_. ID:7QPecszFdotRumoewatlfLyMy11-haU6jaUU191LYG47x _yNpbRVBwC7kiFEEcEzVRNk 6-9-0 3x4 i scale = 1:38.0 N 3x5 I I v 7, 0 F12 3x6 = 3x6 11 2x3 I 4x6 = 7 jjj 3 4 5 w o J 12 I� 14 0 3x4 = 13 12 11 10 9 3x4 2x3 11 2x3 11 3x6 = 2z3 11 20-10-2 20-10-2 Plate Offsets (X Y)-- r3:0-3-0 0-1-121 (6.0-3-0 Edcjel r8:0-0-13 0-1-81 19:0-1-4 0-1181 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014fFP12007 (Matrix) Weight: 73lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 6-8: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-10-2. (lb) - Max Harz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 183(LC 6), 10=-456(LC 4), 2=-116(LC 4), 12=-518(LC 4), 13=-606(LC 4), 9=-301(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 10=891(LC 9), 12=721(LC 9), 13=739(LC 9), 9=464(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2= 522/444, 2-3=-432/330, 3-4=-334/254, 4-5=-334/254, 5-6= 8-9= 381/310 WEBS 7-10= 708/502, 5-12=-537/552, 4-13= 584/637 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Corner(3) 0-3-8 to 14-1-2, Exterior(2) 14-1-2 to 20-8-6; Lumber DOL=1'.60 I 2) Truss designed for wind loads in the plane of the truss only. For studs exposed Gable End Details as applicable, or consult qualified building designer as per Al 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrei 7) ` This truss has been designed for a rive load of 20.Opsf on the bottom chord in fit between the bottom chord and any other members. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSIIfPI 1 anglf capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of v 116 lb uplift at joint 2, 518 lb uplift at joint 12, 606 lb uplift at joint 13 and 301 It 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 11) See Standard Industry Piggyback Truss Connection Detail for Connection to b designer. 6-7=-406/330, BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `�� PS A• q� ��ij ate grip DOL=1.60 C o wind (normal to the face), see Standard Industry ��•°V�C' E•N S�`'•,2j is SI/TPI1. : : • No 39380...____A;,, a t with any other live loads. -a III areas where a rectangle 3-6-0 tall by 2-0-0 wide wiilP E to grain formula. Building designer should verify R , `�,�4* ithstanding 183 lb uplift at joint 1, 456 lb uplift at joint 10 Ir sts� ...... `�? uplift ,ie analysis and design of this truss. [se truss as applicable, or consult qualified building Thomas A. Alberti PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 4.2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ant 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. 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 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340348 73195 PBD1 GABLE 2 1 Job Reference (optional)T` ^ chamber LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress incr NO WB 0.23 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-10-2 (lb) - Max Horz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2 except 10— 4 9— 259(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 1 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2= 446/383, 2-3= 525/430, 8-9=-348/270 WEBS 6-10= 664/534, 5-12=-554/603, 3-13— 738/759 1rQfepTxv_n13hzVRNj Scale = 1:38.0 x4 // PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 4), 12= 568(LC 4), 13= 722(LC 4), 9), 12=737(LC 9), 13=891(LC 9), 9=428(LC NOTES- ,v1111111/111 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpl=0.18; �`��-p CJ A. �� C-C Comer(3) 0-3-8 to 16-1-2, Exterfor(2) 16-1-2 to 20-8-6; Lumber DOL=1.60 plate grip DOL=1.60 `e `V`P q� I♦ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,% �� .•........ G E N S' •-9A=♦�♦ Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. '� �, �`••.• 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. NO 39380. 5) Gable studs spaced at 6-0-0 oc. ► 1k L 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. . S E 8) Bearing at Joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angl i to grain formula. Building designer should verify (V . capacity of bearing surface. ♦ J 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2 except Qt=lb) ♦♦,,�s • O R �• `�` �� 10=490, 12=568, 13=722, 9=259. �I rS •" 10) "Semi -rigid pitchbreaks including s" Member end fixity model was s truss. 111) See Standard Industry Piggyback Trluss Connection Detail ford Connection to base truss as applicable, or coIn the analysis and design of lnsult qualified building �O N A` % designer. Thomas A. Albanl PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �" Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design paramgters 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 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, seeANSI/TPI1 Huallty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Ridge Lifestyle T8340349 73195 PBD2 GABLE 2 1 FHbor Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 12 2x3 11 12 r.oyo s oep <a co io mn nn nmusuea, uiu. niu o, .w...< <..,.. , Zip I D:7QPecszFdotRumoewatlfLyMyl I-gn2UxwU6oS9oGirG7exPX9wl xgrNfezTxv_n9hzVRNj 20-10-2 2-9-0 5x6 i 2x3 11 1 2x3 11 4x6 = 3x4 11 8 ':•:❖:•::•:•:•:•:•:•:•:❖::':'i•:•:•::•:•:•:•:•:•:•:'J:•:K•:•:❖:•:•:•:❖:•:•:❖:❖:❖:•:1:•:•:•:•:❖:•:•:•:❖:'J:•::❖:•:6•:•:❖:❖:❖:•:•:•:❖::•:•:•:•:❖:❖:❖:❖:•:ti❖:•:1:•::❖:•.❖:••❖.❖:❖:•. 12 11 x• , Scale = 1:38.0 6 Plate Offsets (X Y)-- I4:0-3-6 0-2-81 (7:0-3-0 Edge) (9:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/rPI2007 (Matrix) Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-10-2. (lb) - Max Harz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 10=-532(LC 4), i12= 606(LC 4), 13=-687(LC 4), 2=-220(LC 6), 9=-228(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 10=799(LC 9), 12=795(LC 9), 13=977(LC 9), 9=389(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s town. TOP CHORD 1-2=-437/349, 2-3= 529/462, 8-9=-309/238 WEBS 6-10=613/577, 5-12= 611/640, 3-13=-827/725 NOTES- ,` 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;BCDL=3.Opsf; h=46fh Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-3-8 to 18-1-2, Exterior(2) 18-1-2 to 20-8-6; Lumber DOL=1.60 plate grip DOL=1.60 ,`% �P AA(e eee 2) Truss designed for wind loads in the plane of the truss only. For studs exposed Ito wind (normal to the face), see Standard Industry > 0 •' • • • i Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.v� G E N S�. q� ee✓ 3) Provide adequate drainage to prevent water ponding. i 4) Gable requires continuous bottom chord bearing. NO 39380. 5) Gable studs spaced at 6-0-0 oc. r �k •/—L 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .� tit between the bottom chord and any other members. 1 V 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ; •, E capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 532 lb uplift at joint 10, 606 lb uplift at joint ee •' Q R 12, 687 lb uplift at joint 13, 220 lb uplift at joint 2 and 228 lb uplift at joint 9. 1eel ScS • heels"Connection •' •"' ° • \� �, 111) See Stanndarrd Industry Piggyba k T uss Co nectiondDeta I for Co nectiondto base as appliicab er, or colnsult qualified building Ie�,I j N A; fixity model was in the analysis and of designer. Thomas A. Albanl PE No;39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and propgrty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexonddmiVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340350 73195 PBD3 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.ti4u s Sep 29 zuia MITek mousmes, Inc. Thu mar a, 11.53.53 2016 raqu I D:7QPecszFdotRumoewatlfLyMyl 1-dzcs8GVkZmHftsQThMSe3NTHg E6kO5nc9Zj Lh7zVRNi 8-0-0 20-1-2 20-10-2 8-0-0 12-1-2 0-9! Scale = 1:37.9 3x4 II 3x6 = 3x6 12X3 11 3x6 = 8 4 5 6 7 7.00 12 N 2x3 11 0 e e 3 i 12 m I:- 14 6 11 10 93x4 \\ 3x4 = 13 12 2x3 11 2X3 11 3X6 = 2x3 I 20-10-2 20-10-2 Plate Offsets (X Y)-- (4:0-3-0 0-1-121 I9:0-2-0 0-1-41 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.94 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 83Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-10-2. (lb) - Max Horz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 10=-561(LC 4), 12= 600(LC 4), 13= 629(LC 4), 2=-215(LC 6), 9=-225(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 10=966(LC 9), 12=951(LC 9), 13=981(LC 6), 9=414(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-456/352, 2-3=-512/471, 8-9= 260/237 WEBS 6-10=-576/603, 5-12=-679/635, 3-13=-836/665 NOTES- ®dy111111►��! !,!! 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; �� S A. C-C Corner(3) 0-3-8 to 20-1-2, Exterior(2) 20-1-2 to 20-8-6; Lumber DOL=1.60 DOL=1.60 � plate 2) Truss designed for wind loads in the plane of the truss only. For studs exposed grip to wind (normal to the face), see Standard Industry \�•P �%`cl, e-9 E°N Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. �`Z`,•�\G S�•.��i/ eo 3) Provide adequate drainage to prevent water pending. �� •, i N.o 39380.._ ' 4) Gable requires continuous bottom chord bearing. _ � 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all with any other live loads. 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 = 15.Opst.angle 8) Bearing atjoint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 to grain formula. Building designer should verify d-�-• - E ••,U capacity of bearing surface. ••• =e 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 561 lb uplift at joint 10, 600 lb uplift at joint 12, 629 lb uplift at 13, 215 lb uplift at joint 2 and 225 lb uplift at joint 9. �� 0 R I 0 -`• ��S!A • � joint model dIn t ke analysis design of ltruss. ��NAi� ) icludl 111Se IndstyP99yba k Truss Connection Detail or Connection base truss s applicable, or consult qualified building Standard !!01, designer. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE Design valid for use only with MITek® connectors. This design is based only upon parameters sown, PAGE MI1.7473 rev. 1010312015 BEFORE USE. and Is for an Individual building component, not -- �' a Truss system. Before use, the building designer must verify the applicab(Ilty of design parameters design. Bracing Indicated Is to buckling individual truss web and/or chord and properly incorporate this design Into the overall members only. Additional temporary and permanent bracing MOW building prevent of Is always required for stability and to prevent collapse with possible personal injury and propeity damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hiss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlon avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340351 73195 PBD4 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Sep 29 2015 MI I eK InaUSIneS, Inc. I nu Mar 31 11:53:54 ZU15 rage l I D:7Q PecszFdotRumoewatlfLyMy11-59AEMc W MK4P W VO?fE3ztca?KyeXO7W XmODTUDZZVRNh 10-0-0 26-3-6 10-0-0 16-3-6 3x6 = 7.00 12 2 1 3x4 = 15 14 13 I 12 3x6 — 3x6 = ill Scale = 1:46.0 3x4 11 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014[FP12007 CSI. TC 0.92 BC 0.53 WB 0.34 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) nla n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 16 n/a n/a PLATES GRIP MT20 244/190 Weight: 111 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-9: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. All bearings 26-3-6. (lb) - Max Harz 1=544(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-458(LC 6), 2=-403(LC 4), 11=-569(LC 4), 12= 539(LC 4), 14=-557(LC 4), 10= 227(iC 4), 15= 398(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=461(LC 4), 2=628(LC 9), 11=971(LC 9), 12=934(LC 9), 14=940(LC 9), 10=389(LC 9), 15=647(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 697/633, 2-3=-474/421 WEBS 8-11=-598/615, 6-12=-561/573, 4-14— 687/590, 3-15= 535/414 NOTES- 1) Unbalanced roof live loads have been considered for this design. �BCDL=3.Opsf; `ett{1111f►►/iI ��,,, tp� PS A. A �e 2) Wind:ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Corner(3) 0-3-8 to 25-0-0, Exterior(2) 25-0-0 to 26-1-10; Lumber DOL=1.60 h=46fh Cat. II; Exp C; Encl., GCpi=0.18; t] �� `V;•.••"••• ♦♦ plate grip DOL=1.60 E N S�:••.�j♦♦♦ 3) Truss designed for loads in the the truss For exposed to wind (normal to the face), see Standard Industry ,``r,•��G wind plane of only. studs Gable End Details as applicable, or consult qualified building designer as perANSUTPI 1. NO 39380..._-�� r 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. — ' 7) Gable studs spaced at 6-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r� E 9) ' 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 = 15.Opsf. 10) Bearing at joints) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 00 \ ♦j�1s •... R 1 • .�G ,% �� capacity of bearing surface. ��e N ALE 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 1, 403 lb uplift at joint 2 1 111 tilt, , 569 lb uplift at joint 11, 539 lb uplift at joint 12, 557 lb uplift at joint 14, 227 lb dplift at joint 10 and 398 lb uplift at joint 15. Thomas A. i E N Thomas A. Albanl PE No.393B0 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building .393 MITe Inc. 34 designer. 6904 Parke East Blvd. Tampa fL.33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED hi TEX REFERANCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ot 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. 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340352 73195 PBD5 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 12-0-0 7.00 12 2 1 3x4 = 14 13 5xs 12 3x6 I D:7QPecszFdotRumoewatlfLyMy11-59AEMcW MK4PW VO?fE3ztca?TW eXQ7TcmODTuDZzVRNh m 14-3-6 10 Scale = 1:46.0 3x4 11 Zd 15 9 3x4 m 6 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(I-Q n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014frP12007 (Matrix) Weight: 117lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 2-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-3-6 (fb) - Max Harz 1=656(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-533(LC 6), 13=-590(LC 4), 9_ 229(LC 4), 14=-388(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=531(LC 13=1026(LC 9), 9=393(LC 9), 14=609(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-829/75012-3=-607/527, 3-4=-387/356 WEBS 7-10=-574/601, 6-11=-631/611, 4-13= 772/623, 3-14=-508/405 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. C 4), 10=-555(LC 4), 11=-577(LC 4), 2=650(LC 9), 10=948(LC 9), 11=1005(LC 9), NOTES- g ,,, ,,jSLI�111�� 1 Unbalanced roof live loads have been considered for this design. �.n �I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;l BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `% `�`P C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 �� 0 `• ....... , E N 3) Truss designed for wind loads in the plane of the truss only. For studs exposed'to wind (normal to the face), see Standard Industry �� ; ' �,� SAC`••• 2j 40 Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4.00 4) Provide adequate drainage to prevent water ponding. No 3 93 80. 5) All plates are 2x3 MT20 unless otherwise indicated. 7F 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. : -fl ; •� 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live toads. 9) ' 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 _ r •: (V ` fit between the bottom chord and any other members, with BCDL=15.Opsf. 10) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify ',�O�S 0 R 1 0. • G�,�� capacity of bearing surface. i S 11) P555de mechanical connection (by others) of lb plift at joint 10, 577 b uplift at joint 11 r 590 b upl ft atuss to bearing jo nt 13p229 lbable fuplift at joint 9 and 388 lbuplift at joint 1, pl ft at joint 14b uplift at joint 2 �s�� O N AFL 0%��, 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building MiTek USA, InC. FL Cert 6634 designer. 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT06 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 vedfy 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 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, seeANSI/TPI I I9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrk:L VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340353 73195 PBD6 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL .640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:53:55 2016 P 1 o-o 12-3-6 5x6 i Scale = 1:51.2 2x3 I I 3x4 11 67 8 9 7.00 12 2x3 I I 3x6 G 5 4 1D 0 ao 2x3 I I 3 2 1 tO I x7 16 0 3x4 = 15 14 13 12 11 10 2x3 II 2x3 11 3x6 l 2x3 I I 2x3 11 3x4 _3 6 26-3-6 Plate Offsets (X Y)-- f6:0-3-6 0-2-81 f10:0-1-4 0-1-81 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 * BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.67 BC 0.53 WB 0.79 (Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 16 n/a n/a PLATES GRIP MT20 244/190 Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, except 1-4: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13: 2x4 SP No.3 WEBS 1 Row at midpt 9-16 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-3-6. (lb) - Max Horz 1=768(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2=-398(LC 4), 11II--584(LC 4), 12=-578(LC 4), 14=-629(LC 4), 10=-219(LC 4), 15--380(LC 4), 1= 586(LC 6) Max Grav All reactions 250 lb or less at joint(s) except &645(LC 9)1 11=976(LC 9), 12=1058(LC 9), 14=1087(LC 9), 10=382(LC 9), 15=591(LC 6), 1=590(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh I wn. TOP CHORD 1-2=-955/857, 2-3= 742/640, 3-4=-527/456, 4-5=-512/479 WEBS 8-11=-597/627, 7-12=-686/614, 5-14=-834/662, 3-15=-491/396 NOTES- %% ,v►II1111I11�I I' 1) Unbalanced roof live loads have been considered for this design. `,��P;S A. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL_-&Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18;� ••• G E N •••• 'y �� C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 �� . ; •�,� SF••.�j ®�� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • O *3$ 0 �; • 4) Provide adequate drainage to prevent water ponding. '~ 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. . .r 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W.110. E � fit between the bottom chord and any other members, with BCD = 15.0 sf. I 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify "• 0 R 1 ID. capacity of 10) Provi11, de mechanical anft i joint connection lb uplift others) r) of truss 219be uplift plate cant pable oflli h uplift ndioint 95 abu lift at uplift at 84 lbjoint uplift at joint s'+�sS�O N P►� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A Alban[ PE No.393f30 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building MiTek USA, lband. FL E N .6634 393 designer. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340354 73195 PBD7 GABLE 14 1 Job Reference (optional) unamoers Truss, ?Lh?5nASDvbHv3rXy?ISzVRNf Scale = 1:54.7 au 11 'Lxi I I ixo - LX5 I I L . If ono // LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.53 Vert(rL) n/a n1a 999 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 'Except' 2-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-3-6. (lb) - Max Horz 1=838(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2= 401(LC 4), 11=-573(LC 4), 12=-629(LC 4), 14= 625(LC 4), 10= 221(LC 4), 15=-380( C 4), 1=-626(LC 6) Max Grav All reactions 250 lb or less at joint(s) except 2=653(LC 9), 11=968(LC 9), 12=1147(LC 9), 14=1086(LC 9), 10=383(LC 9), 15=588(LC 6), 1=634(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1038/927, 2-3=-825/710, 3-4— 609/549, 4-5=-261/136, 5-6=-261/258 WEBS 8-11=-588/616, 6-12=-775/664, 4-14= 832/657, 3-15=-490/397 s� 6 PLATES GRIP MT20 244/190 Weight: 126 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 9-16, 8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- Unalanced roof live haYe considerd for this design(3 ,,,�,��111111►��', ' P°S 7Omphbeen 7-10; Vuoads 2) Wind: AS E1) second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; DOL=1.60 EA, %%`� N S�•.��i� i� C-C Corner(3); Lumber DOL=1.60 plate grip 3) Truss designed for wind loads in the plane of the truss only. For studs exposedL wind (normal to the face), see Standard Industry `��A�XX.•\1\G i No 39380. Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. _- 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in jail areas where a rectangle 3-6-0 tall by 2-0-0 wide will E fit between the bottom chord and any other members, with BCDL=15.Opsf. '�� 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �s • •0 R 1 Q• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 2, 573 lb uplift at joint A, �`�� 11, 629 lb uplift at joint 12, 625 lb uplift at joint 14, 221 lb uplift at joint 10, 380 lb uplift at joint 15 and 626 lb uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 designer. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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, seeANSI/TPlheualih/ Criteria, DSB-89 and BCSI Building Component safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340355 73195 PBD8 GABLE 2 2 Job Reference optional Chambers Truss, Fort Pierce, FL 7.640 s oep 29 ,. ,.,al ... . .......n.. , I D:7QPecszFdotRumoewatlfLyMy1 I-W krN_eYFc?n5MTkEwBXaEDduKrdGKvQC4BhYquzVRNe 15-2-6 26-3-6 15-2-6 11-1-0 3x6 = 2x3 I I 3x4 11 Scale = 1:54.7 7.00 12 2x3 11 7 8 9 6 5x6 i 5 4 a m 2x3 I I d� 3 2 1 16 0 3x4 = 15 14 13 12 11 10 2x3 I 2x3 3x6 — 2x3 2x3 I I 3x4 26-36 12636 Plate Offsets (X Y)-- r5:0-3-0 0-3-4j (7:0-3-0 0-1-121 110:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 16 Fria n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 251 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 *Except` 7-9: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except* 10-13: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-3-6 (lb) - Max Horz 1=838(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2=-395(LC 4), 1 12=-629(LC 4), 14= 625(LC 4), 10= 221(LC 4), 15=-381(I Max Grav All reactions 250 lb or less at joint(s) except 2=645(LC & 12=1149(LC 9), 14=1084(LC 9), 10=383(LC 9), 15=590(L BRACING - TOP CHORD BOT CHORD WEBS 1=-573(LC 4), .0 4), 1=-619(LC 6) ), 11=966(LC 9), C 6), 1=628(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1035/924, 2-3=-825/710, 3-4= 609/549, 4-5=-261/136, 5-6=-I 61/259 WEBS 8-11=-586/616, 6-12-777/664, 4-14= 831/657, 3-15=-490/396 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 9-16 ,,` 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ♦e,,PS' 14'rgI ��j Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �� 0� Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. ,�� .•\ G E N S�•. A • �i/ s0 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. + i 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 PS No 3938 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. * L 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1 "f1 C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed Ito wind (normal to the face), see Standard Industry E • . �� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ,w� • L 0 •• �_�,` 6) Provide adequate drainage to prevent water pending. �' • �0 R\ •, ,� 7 Gable requires continuous bottom chord bearing.1 l� •••' ` ,� 8) Gable studs spaced at 6-0-0 oc. 00 �O , 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1411111110 % 10) * 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 Thomas A. Alban[ -PE No.39380 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 11) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify MITek USA, Inc. FL Cart KM capacity of bearing surface. 1 6904 Parke East Blvd. Tampa FL 33610 12) Provide mechanical connection (by others) of truss to bearing plate capable of1withstanding 395 lb uplift at joint 2, 573 lb uplift at joint Date: April 4,2016 11, 629 lb uplift at joint 12, 625 lb uplift at joint 14, 221 lb uplift at joint 10, 381 lb uplift at joint 15 and 619 lb uplift at joint 1. p ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/08/20r5 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is fused 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 paramgters 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 19ualily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 1\/A22314. Tampa, FL 336.10 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340355 73195 PBD8 GABLE 2 2 Job Reference (optional) Ghambers (fuss, Fort rierce, YL NOTES- 14) See Standard Industry Piggyback Truss Connection Detail for Connection to ,..,�,..,.,.,r.�.. �,..., ..... _.. ...___...__I ..._. ..._..._. _. ...__._. I D:7QPecszFdotRumoewatlfLyMyl I-W krN_eYFc?n5MTkEwBXaEDduKrdGKvQC4BhYquzVRNe truss as applicable, or consult qualified building designer. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAI NCE PAGE MI1-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MlTekm 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 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 Mew Is always required for stability and to prevent collapse with possible personal injury and propel. y damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340356 73195 PBE GABLE 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 F12 4-8-0 4x4 = r.ovv s oey cn cv w .-- 1—U.i.,w, 1 .w. yo I D:7QPecszFdotRumoewatlfLyMy11-W krN_eYFc?n5MTkEwBXaEDdsircuKyjC4BhYquzVRNe 9-4-0 4-8-0 Scale = 1:20.4 4 2 5 1 1 Li Io _ 4x4 s 3 11 4x4 = 9-4-0 1 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.35 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n1a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. Ali bearings 9-4-0. 1 (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1=-470(LC 9), 5-470(LC 9), 2=-745(LC 4), 4=-745(LC 4), 6=-156(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=418(LC 4!), 5=418(LC 4), 2=960(LC 9), 4=960(LC 9), 6=459(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-314/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed I o wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. sv%�,,, 4) Gable requires continuous bottom chord bearing. `% Ot�P 5) Gable studs spaced at 6-0-0 oc. ��` `r,•••• Ci E Iv S •• '9 �� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht with any other live loads. �� . , �,� �`••• �j 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i fit between the bottom chord and any other members. NO 3938 _ o 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 470 lb uplift at joint 1, 470 lb uplift at joint yl< 745 lb uplift at joint 2, 745 lb uplift at joint 4 and 156 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail toT Connection to br se truss as applicable, or consult qualified building •• E designer. y.— 5*0 N A; Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFE4ANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek6 connectors. This deslgn 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 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 for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrlcailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 9uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. IVA 22314. Tampa, FL 33610 Job Truss russ ype ty y Harbor Ridge Lifestyle T8340357 73195 PBF GABLE 2 e� 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 $ Nov 10 201b MI1 ex mausiries, inc. noon Apr u4 1 u:01:14 zulo rage i I D:7QPecszFdotRumoewatItLyMyl I-xfGXp2YKznW pcUZxl7a8DYv2AcPpLBRKwScT86ZU7wT 11-5-4 11-5-4 3x4 = 2x3 II 3x4 = Scale = 1:51.3 1 2 3 v I of co 1 i tO 7 8 0 6 9 5 10 4 3x4 O 3x8 = 3x4 O r 111-5-4 Plate Offsets (X,Y)-- f4.0-1-4 0-1-81 (6.0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 8 n/a n/a BCDL 15.0 Code FBC2014rrP12007 (Matrix) Weight: 199lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=0/11-5-4, 8=0/11-5-4, 5=841/11-5-4, 6=192/11-5-4, 4=' Max Uplift 5=-1130(LC 4), 6=-210(LC 4), 4=-21 O(LC 4) Max Grav 5=1024(LC 9), 6=276(LC 9), 4=276(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when WEBS 2-5=629/964 BRACING - TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-7, 3-8 92/11-5-4 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to t1 i t�0 ply connections have b 3) Wind: ASCE 7-10; Vulte170mph (3-second llgust) Vasd= 32mph; TCDL=4.2psf; BCDL=3.Opsf; h=�, 46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 �O • G 4) 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 f41d'�etalls� applicablts ji1 —.2i consult qualified building designer as per ANSI/TPI 1. ` �„ 5) Provide adequate drainage to prevent water ponding. No 393130. 6) Gable requires continuous bottom chord bearing. .. — 7) N/A 8) Gable studs spaced at 6-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` 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 fi d ; Z any other members, with BCDL = 15.Opsf. �� 0 .• �> 11) Bearing at joint(s) 7, 8, 6, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capaell �reagar:.,. •' `tom ,�� 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=lb) 5=1130, 6=21�N Ail- 1 3) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 111111111 14) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke.East Blvd. Tampa FL 33610 f Date: April 4,2016 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not sot 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. Additional temporary and permanent bracing M!Tek' 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, seeANSI/TPI I ;Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda,lVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Harbor Ridge Lifestyle T8340357 73195 PBF GABLE 2 Fy e� G JJob Reference (optional) Chambers Truss, Fort Pierce, FL NOTES- 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to consult qualified building designer as per ANSI/TP1 1. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral moverr 8) Gable studs spaced at 6-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in e any other members, with BCDL=15.Opsf. 11) Bearing atjoint(s) 7, 8, 6, 4 considers parallel to grain value using ANSI/TPI 1 ar 12) Provide mechanical connection (by others) of truss to bearing plate capable of w 13) Beveled plate or shim required to provide full bearing surface with truss chord at 14) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in thi I D:7QPecszFdotRumoewatlfLyMyl I-xfGXp2YKznW pcUZx17a8DYv2AcPpLBRKwScT86zU7wT (normal to the face), see Standard Industry Gable End Details as applicable, or (i.e. diagonal web). th any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and to grain formula. Building designer should verify capacity of bearing surface. landing 100 lb uplift atjoint(s) except Qt=lb) 5=1130, 6=210, 4=210. Ant(s) 5. analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM 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 applicability of design paramgiers 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 Mew 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, seeANSf/TPI I Quality Criterla, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job I russ fuss ype ly y Harbor Ridge Lifestyle T8340358 73195 PBF1 :- nee optional Chambers Truss, Fort Pierce, FL I i.640 s w 0 2015 N. e� , ,�,.>, �e�, , ��. ,.,�, .. ... ID:7QPecszFdotRumoewatifLyMy11-3WBaNYkouutvNY2mUiL6B ysf7milU7lSiLfaRzU7ux 11-5-4 11.5-4 3x5 = 3x6 11 3x5 = Scale=1:61.3 1 2 3 i u. ff Jftr��ssi `,,��®e Alt . No 39380_ ._�� aD E> e �sls 0 N 7 a zo Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6 9 5 10 4 6904 Parke East Blvd. Tampa FL 33610 3x4 \\ 6x8 = 3x4 // Date: 11-5-4 111-5-4 Plate Offsets (X Y)-- 14:0-1-4 0-1-8) 16:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 j Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight:100lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP M 30 WEBS 1 Row at midpt 1-7, 3-8, 2-5, 1-5, 3-5 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ((b/size) 7=0/11-5-4, 8=0/11-5-4, 5=846/11-5-4, 6=190/11-5-4, 4= 90/11-5-4 Max Uplift 5=-1140(LC 4), 6=-205(LC 4), 4=-205(LC 4) Max Grav 5=1030(LC 9), 6=273(LC 9), 4=273(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5= 633/970 1 NOTES- I 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; 1CDL=4.2psi; BCDL=3.opsf; h=46it; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Ind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIr* 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) N/A 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all lareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 7, 8, 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=1140, 6=205, 4=205. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 5. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. April 4,2016 CWAHNIN� AuiFy2deslgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT06 connectors. This design Is based only upon paramelerslshown, 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 Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW building design. prevent 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 tnisses and tnrss systems, seeANSI/TPI1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, AJexandrla. VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340359 73195 PBK GABLE 1 2 Job Reference (optional) Chambers Truss, For[ Pierce, FL 15-5-2 2x3 i 3x6 i 5 4 2x3 I I 3 2 1 3x4 = 9 8 2x3 11 2x3 11 a.p<n ao,an on1--a— .. , yo I D:7QPecszFdotRumoewatIf LyMyl I-S7z7PKaV8c2obntdl cZ2Jej BXfLnorBVYVAfunzVRNc 7.00 F12 7 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 10 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Scale = 1:51.1 PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at mldpt 6-10 REACTIONS. All bearings 15-5-2. (Ib) - Max Harz 1=858(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2 except 7= 280(LC 4), 8= 778(LC 4), 9= 586(LC 4), 1=-290(LC 6) Max Grav All reactions 250 lb or less at joint(s) 2 except 7=514(LC, 9), 8=1311(LC 9), 9=885(LC 6), 1=400(LC 4) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2— 944/776, 2-3=-922/793, 3-4=-601/476, 4-5=-579/541, 6-7- WEBS 5-8=-1010/824, 3-9=-750/613 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. I 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 �%11%1 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,�� P,S A. ;14 � 3) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; ``0 �d . E N eq 40, C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 `� A,•�� S.:•.��jij 4) Truss designed for wind loads in the plane of the truss only. For studs exposed,to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. No 3 9.3 80. _ '� 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilC fit between the bottom chord and any other members, with BCDL=15.0psf. I ter_ E • : �V 9) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. do O R �••�• 1`w 10) Provide mechanical connection (by others) of truss to bearing plate capable of,withstanding 100 lb uplift at joint(s) 2 except Qt=lb) �i s • •• • ..• , . G �� 7=280, 8=778, 9=586, 1=290. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /11111111 111 N Aq %A %% 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albanl-PE No.39380 designer. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify 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 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. seeANSI/TPI1 lQuallty Crileria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340360 73195 PBK1 GABLE 2 1 Job Reference (optional) Chambei 7 r( U. 4ogLVYVAfunzVRNc X4 // Scale = 1:39.2 Plate Offsets (X Y)-- f3.0-3-0 0-1-121 f6:0-3-0 Edge], f8:0-0-13 0-1-8f f9:0-1-4 0-1�81 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 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 74lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 1-3: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. (lb) - Max Horz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-309(LC 6), 1 13=-556(LC 4), 9= 299(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=381(LC 13=700(LC 9), 9=461(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-589/503, 2-3=-369/283, 3-4= 335/255, 4-5=-335/255, 5-6= 8-9=-378/308 WEBS 7-10=-714/507, 5-12= 531/547, 4-13=-543/582 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (LC 4), 2=-370(LC 4), 12=-512(LC 4), 10=896(LC 9), 2=414(LC 6), 12=715(LC 9), 6-7=-408/332, NOTES- 1) S I AI 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `v, `� P A'4� Ids C-C Corner(3) 0-3-8 to 14-9-2, Exterior(2) 14-9-2 to 21-4-6; Lumber DOL=1.60 plate grip DOL=1.60 • G E'NSAC •.• .9 i� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed10 wind (normal to the face), see Standard Industry\ `'•• �j �s Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. i 3) Provide adequate drainage to prevent water ponding. NO 393$0.._ 4) Gable requires continuous bottom chord bearing. 1k 5) Gable studs spaced at 6-0-0 oc. •' 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide wiif:� • , �� fit between the bottom chord and any other members. E •' 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify i capacity of bearing surface. <o (�S • �,O R 0•••`G�� 9) Provide upliftat joint 2, 512 lb uplift at jointnical connection (by )12 t556 lb upruss to lift tgjoilntte capable 13 and 299f16 uplift atding joint 99 lb uplift at joint 1, 461 lb uplift at joint 10 '�si� N A� , 370 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albanl PE No.39380 designer. Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 - � Data: April 4,2016 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO 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 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 MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the l Quality Criteria, DSB-89 and SCSI Building Component Blvd. Safety Info mation available from Truss Plate Instiltute, 218 N. Lee Street, Suit 312 AAeNasl/�T�I .VA22314. Tampa, FL 33610 Job Truss ype Qty Ply Harbor Ridge LifestyleT8340361 73195 PBK2 7.AILIT 2 1 Job Reference (optional) ,. i Thu LAm 31 11:54:0 2016 Penn 1 Chambers Truss, Fort Pierce, FL 1—V S ASP �_ �� ••�� 0 �1.��• ��. • �• _ __ . _ . _,_ . I D:7QPecszFdotRumoewatlf LyMyl 1-wJXVcfb7vwAfDxSpbK4HrrFTi 3aHXGDem9W DRDZVRNb 4-0-0 1 -9-2 21-6-2 4-0-0 12-9-2 4-9-0 Scale = 1:39.2 3x4 II e 3x6 = 2x3 11 3x6 3x6 = a 7.0D 12 3x5 11 4 5 6 3 � 7 � m N N 12 Im 14 0 3x4 = 13 12 11 10 9 3x4 24 11 2x3 11 3x6 = 2x3 21-6-2 121-6-2 Plate Offsets (X Y) (4:0 3 0 0-1-121 [9:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) 1ldefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 79 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. (lb) - Max Horz1=464(LC 4) Max Uplift All uplift 100 lb or less at Joints) 2 except 1=-220(LC 4), 9= 257(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1 except 10=85 9), 9=426(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2= 512/461, 2-3= 446/366, 8-9=-348/269 WEBS 6-10=-665/535, 5-12= 555/601, 3-13=-640/665 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 10= 493(LC 4), 12_ 566(LC 4), 13=-634(LC 9), 2=256(LC 6), 12=738(LC 9), 13=795(LC NOTES ♦� e %Jt$Arr11� s 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; �� C-C Comer(3) 0-3-8 to 16-9-2, Exterior(2) 16-9-2 to 21-4-6; Lumber DOL=1.60 plate grip DOL=1.60 ♦ ♦ P q ° rn4e °s 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry o% q i� Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. .`♦♦,``Z`••�� G E N 3F•.• �ij o°' 3) Provide adequate drainage to prevent water ponding. o ' 4) Gable requires continuous bottom chord bearing. No 393M. — � � --� 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ •� 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in' all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -� fit between the bottom chord and any other members. I I E 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �. capacity of bearing surface. o � 9) Provide mechanical connection (by others) of truss to bearing plate capable of1withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=220 s°°�S • •O R 1 �.•• G�,�� 10=493, 12=566, 13=634, 9=257. 6♦♦ 111) See Standarrd Industryid including k Truss" Member end fixity s Connection Detail I fordel was ConnectionCo nectiondin the to base truss as anddesign of liicable, or colnsult qualified building , 1 1 11 y'��♦♦ ry 99Yb pp q 9 designer. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 I ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon paramefers 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 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 pro,�erty damage. For general guidance regarding The 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply=Refrence T8340362 73195 PBK3 GABLE 2 al .. I..,. Th Me. 31 11:54:00 2016 Pane l Chambers Truss, Fort Pierce, FL 6-M 4x6 i 2x3 I 4 5 7.00 12 2x3 11 3 12 3x4 = 13 12 2x3 I I 2x3 I I I D:7QPecszFdotRumoewatlfLyMy11-wJXVcfb7vwAfDxSpbK4HrrFO?3aGXG4em9W DR DzVRNb 3-9-2 21-6-2 i %Q-9 2-9-0 2x3 11 10 2x3 11 4x6 = 3x4 11 8 QQ 14 9 3x4 // Scale = 1:39.2 Plate Offsets (X Y)-- f4:0-3-6 0-2-81 17:0-3-0 Edgel f9:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.63 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 82 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 7-8: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-6-2. (lb) - Max Horz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joints) 1 except 10= 540(LC 4) Max Grav All reactions 250 lb or less at Joint(s) 1, 2 except 10=8( 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2= 467/402, 2-3=-472/406, 8-9=-307/237 WEBS 6-10— 622/584, 5-12=-582/616, 3-13=-774/695 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 12=-581(LC 4), 13= 662(LC 4), 9=-226(LC 9), 12=765(LC 9), 13=926(LC 9), 9=386(LC NOTES- `{�{III!►►/ 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; `%%,, A ►' . C-C Comer(3) 0-3-8 to 18-9-2. Exterior(2) 18-9-2 to 21-4-6; Lumber DOL=1.601plate grip DOL=1.60 oo�0\Vn`PcJ 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �% -9 Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. `oo �•• �,� G E N SF••.2/®� 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. NO 39380.._ H 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord 16 all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt!, tit between the bottom chord and any other members. E V: 8) Bearing at Joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • - capacity of bearing surface. o� 9) Provide mechanical connection (by others) of truss to bearing plate capable of iwithstanding 100 Ib uplift at joint(s) 1 except at=1b) ,j✓ l� • ; _O R 9•••`G� oo, 10) "Semi -rigid pittchbre ks including heels" Member end fixity model was used in the analysis and design of this truss. ,js�O N AL %�000 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building ��►►II ! 11 { 1�� designer. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM 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 applicability of design parar' eters and properly Incorporate this design Into the overall Individual truss members only. Additional temporary and permanent bracing MiTek` building design. Bracing Indicated Is to prevent buckling of web and/or chord 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340363 73195 PBK4 GABLE 2 1 Job Reference (optional) Chambers Truss, For[ Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:54:01 2016 Page 1 I D:7QPecszFdotRumoewatlfLyMy1 I-O W 5uq?blg D I W r51?91 bWO3oegTg4Gjro?pfmzfzVRNa 8-0-0 12-9-2 10-9-0, Scale = 1:39.1 3x4 11 3x6 = 2x3 11 2x3 I I 3x6 = 8 4 5 I 6 7 7.00 12 2x3 11 N m 16 Ck 12 m r� 14 0 3x4 = 13 15 12 11 10 93x4 \\ 2x3 I 2x3 11 3x6 = 2x3 11 21-6-2 21-6-2 Plate Offsets (X Y)-- f4:0-3-0 0-1-121 f9:0-2-0 0-1-41 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.01 14 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-8: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 21-6-2. (lb) - Max Harz 1=464(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2 except 10— 9= 230(LC 4) Max Grav All reactions 250 lb or less at joint(s)1, 2 except 1 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-493/40212-3=-452/410, 8-9= 263/240 WEBS 6-10=-567/592, 5-12=-664/635, 3-13=-780/627 4), 12=-601(LC 4), 13=-594(LC 4), 9), 12=995(LC 9), 13=935(LC 9), 9=420(LC NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Corner(3) 0-3-8 to 20-9-2, Exterior(2) 20-9-2 to 21-4-6; Lumber DOL=1.60 ,,��glAill//� BCDL=3.Opsf; h=46fh Cat. 11; Exp C; Encl., GCpi=O.18; ,`�� S A, plate grip DOL=1.60 �P q( I� 2) Truss designed for wind loads in the plane of the truss only. For studs exposedlto wind (normal to the face), see Standard Industry to ••' �'`� ��i oe� �� ,• • G E N,9 �. '�,� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. � ; �C`'•.2j 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. NO 39380..-.-` o 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _0 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) Bearing at joint(s) 14, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify si capacity of bearing surface. = o�o�� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2 except (jt=lb) 10=548, 12=601, 13=594, 9=230. I •0 R i Q '`• ,ems sl) • ` �` eI1) "Semi -rigid pitchbreaks including hee" Member end fixity was in the nalysis and oflnsult fV ��y`� 11) See Standard Industry Piggyback T uss Connection Detail for Co nectiondto basetuss as applicab en or coesig qualified building 1 1 0 1111110 designer. 1 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa R. 33610 Date: Anril 49016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101031201E BEFORE USE Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify 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 p� 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340364 73195 PBKS GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.64U s Sep Zy ZU7B Mii sk inausrrles, Inc. I nu mar 3i i L54;02 20Io Faye 1 I D:7QPecszFdotRumoewatifLyMyl I-sifG1 LcORXQNSEcBik6lxGLiosFD?7OxETPJV6zVRNZ 10-0-0 26-11-6 10-0-0 16-11-6 Scale = 1:47.2 3x6 = 2x3 I I 3x6 = 2x3 I I 3x4 11 3x5 II 5 6 7 8 9 4 7.00 12 2x3 I I N 3 2 1 r� 16 0 3x4 = 15 14 1 12 1110 2x3 11 2x3 11 3x6 = 2x3 11 2x3 11 3x4 26-11.6 26-11-6 Plate Offsets (X Y)-- (5.0-3-0 0-1-121 (10.0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 5-7: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. All bearings 26-11-6. (Ib) -' Max Harz 1=544(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-205(LC 6)b 11=-584(LC 4), 12=-514(LC 4), 14=-643(LC 4), 15=-625(LC 4), 10= 220(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 11=99?(LC 9), 12=892(LC 9), 14=1065(LC 9), 15=987(LC 6), 10=380(Li 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sown. TOP CHORD 1-2=-553/429, 2-3=-607/560, 3-4=-263/257 WEBS 8-11 =-61 3/627, 6-12=-525/548, 4-14= 788/680, 3-15= 842/659 NOTES- 1),,ellliltll/III 2) Wind: ASCEanced r7oflive 0; Vuoad�Omphhave been considered for this design 3 second gust) Vasd 132mph; TCDL=4.2psf BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; Q`�`PS A. A4B,��i C-C Comer(3) 0-3-8 to 25-0-0, Exterior(2) 25-0-0 to 26-9-10; Lumber DOL=1.60 plate grip DOL=1.60 ,,��,`xx .\G E N S�. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. NO 3938Q.. •'. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. •-�: 6) Gable studs spaced at sign oc. 7} This truss has been designed for a 14.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in! all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0. E t� e fit between the bottom chord and any other members, with BCDL = 15.Opsf. �3 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify i�S , R Q• • �� , capacity of bearing surface. 10) Provide2=205,1me5h84ni1 al connection (b others) of truss 220.to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) �sSIs�O N A; 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used inithe analysis and design of this truss. Thomas A. Albanl PE No.39360 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building MiTek USA, lbanc. it E N .3 34 designer. 6904 Parke East Blvd. Tampa FL 33610 Date: A. ar n nn.4 c . .r.,... .,...., .., ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANPAGE PAGE M11.7473 rev. 70/03/2015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall i 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 possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I. Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle TB34D365 73195 PBK6 GABLE 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 F12 2 1 3x4 = 12-0-0 3x6 i I D:7QPecszFdotRumoewatlf LyMy1 I-sifG 1 LcO RXQNSEcBik6lxGLo2sFC?55xETPJV6zVRNZ Scale = 1:47.2 3x4 II 3x4 // LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014/TTP12007 (Matrix) Weight: 118lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 2-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-11-6. (lb) - Max Harz 1=656(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 112(LC 6), 13=-693(LC 4), 14= 598(LC 4), 9= 226(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 2 except 10=9 14=930(LC 6), 9=388(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-687/550, 2-3=-729/651, 3-4=-400/377 WEBS 7-10= 593/613, 6-11=-568/570, 4-13= 898/731, 3-14=-793/632 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. 147(LC 6), 10=-567(LC 4), 11= 536(LC 4), 9), 11=936(LC 9), 13=1175(LC 9), NOTES- �1111111/,,� 1) Unbalanced roof live loads have been considered for this design. I % A. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psft• BCDL=3.0psf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ��pop S A4&�i,� C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ��,.' G E N 5�.� Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) Provide adequate drainage to prevent water ponding. NO 3938Q.._�1 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. -4 ; 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E . to 9) ' 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 an other members, with BCDL = 15.0 sf. o 0 10) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI[TPI 1 angle to grain formula. Building designer should verify �� S • O R 1 �. • G�,,�� capacity of bearing surface. r 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 1, 147 lb uplift at joint 2 I,,�eO N Ai ►11��, , 567 lb uplift at joint 10, 536 lb uplift at joint 11, 693 lb uplift at joint 13, 598 Ib'uplift at joint 14 and 226 lb uplift at joint 9. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in;the analysis and design of this truss. Thomas A. Albani PE No.39380 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Mffek USA, Inc. FL Cert 6634 designer. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters1shown, 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 Individual truss web and/or cho(d members only. Additional temporary and permanent bracing M!Tek' 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 tnISSeS and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atexandrlai. VA 22314. Tampa, FL 33610 Job e1 Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340366 73195 PBK7 GABLE 3 1 Job Reference (optional) c Pa Chambers Truss, Fort Pierce, FL ' • . P " av; a" " """ as, " c. ' I D:70 PecszFdotRumoewatlfLyMyi I-LuCeFhdOCrYE4OBOGSd_TUtzDGbW kU L5S78t1 YzVRNY 14-0-0 26-11-6 14-M 12-11-6 3x6 = Scale = 1:51.9 3x6 II 2x3 II 3x4 II 6 7 8 9 7.00 F,2 2x3 I 3x6 i 5 4 `n 0 2x3 I 3 1 2 I Oil z 16 0 3x4 = 15 14 1� 12 11 10 2x3 12x3 11 3x6 = 2x3 12x3 13x4 26-11-6 I26-11-6 Plate Offsets (X Y)-- (6:0-3-0 0-1-12) 110:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 2-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-16 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-11-6. (lb) - Max Horz 1=768(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2=-136(LC 6), 111= 574(LC 4), 12_ 565(LC 4), 14=-714(LC 4), 15=-598(LC 4), 10— 222(LC 4), 1=-172(LC 6) Max Grav All reactions 250 lb or less at joints) 2 except 11=968(LC 9), 12=1016(LC 9), 14=1222(LC 9), 15=914(LC 6), 10=384(LC 9), 1=293(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-814/660, 2-3=-864/760, 3-4=-535/430, 4-5= 512/494 WEBS 8-11=-589/618, 7-12= 649/599, 5-14=-945/752, 3-15= 781/631 NOTES- 1JJJ 1) Unbalanced roof live loads have been considered for this design. �O �\P` A�e Ja 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `%%�� ,.••..... E N ' • y �i� C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 :% �_ °�\ SF•.• 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ! i Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. No 39380..-_ 4) Provide adequate drainage to prevent water ponding. .. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofl,withstanding 136 lb uplift at joint 2, 574 lb uplift at joint 11, 565 lb uplift at joint 12, 714 lb uplift at joint 14, 598 lb uplift at joint 15, 222 lb uplift at joint 10 and 172 lb uplift at joint 1. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I a E <V JJ�� N A� E ova• Thomas A. Albani PE No:39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE MII.7473 rev. 101012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify 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 �/� T LYAf Ie W 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, seeANSI/TPI 19uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. IVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340367 73195 PBKB GABLE 2 2 Job Reference (optional) nn c I.AT..L 1...1„ef— I,.n Th„ KAnr'31 11-Sd-0d 91`11F Pana i Chambers Truss, Fon Mice, rL I D:7Q PecszFdotRumoewatltLyMy11-p4mOS 1 eez8g5iYmag99DOhQ6zgzcT3AEhnuQa_zVRNX 5-g-p 11-9-0 3x6 i 2x3 I 3x4 II 7.00 FIT 2x32113 4 5 3x6 i 1 11 12 10 9 8 7 6 3x4 \\ 3x4 = 3x6 = 2x3 13x4 1 17-6-0 m x� 6 Scale = 1:56.2 Plate Offsets (X Y) f3:0 3 0 0 0 41 (6-0-1-4 0-1-81 f10:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 12 n/a n1a BCDL 15.0 Code FB02014rrP]2007 (Matrix) Weight: 216lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9: 2x4 SP No.3 WEBS 1 Row at midpt 5-12 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-6-0. (lb) - Max Horz 11=315(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 7=-582(LC 4), 9i -917(LC 4), 6=-222(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 7=992(LC 9), 9=1187(LC 9), 10=262(LC 1), 6=382(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when slI own. BOT CHORD 9-10= 350/309 WEBS 4-7= 598/626, 2-9=-705/620, 1-9= 413/474 NOTES- 1) 2-ply truss to be connected together with 1od (0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �1I1 t ll1 Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �� A • q4®'r�OIe Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply !,e ��`v`. •�'� E IVe,9 see connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ,4% ,` • �\ S�:•.• �i/ es 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18=. NO 39380..--;_ '. C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 * `� 5) Truss designed for wind loads in the plane of the truss only. For studs exposed, to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. �.o_ E •'V� 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). �. 9) Gable studs spaced at 6-0-0 oc. sv �� •• Q R �. •'*• �� 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sj S • • • ..... • • `G �� 11) * Thistruss between the bottom chord and r a live load of members, with the bottom chordOpsf. in' i all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 12) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/T I 1 angle to grain formula. Building designer should Tbortlas A. Albanl'PE No.39390 verify capacity of bearing surface. 1Inc. , FL Cert 6634 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 7, 917 lb uplift at joint 9 6904 MITek USA,Parke nc. Blvd. Tampa FL 33610 and 222 lb uplift at joint 6. Date: 14) Beveled plate or shim required to provide full bearing surface with truss chordlat joint(s) 7, 9. April 4,2016 15) "Semi -rigid pitchbreaks including heels" Member end fixity model was used inIthe analysis and design of this truss. p — I ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters Shown, and Is for an Individual building component, not No 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. Additional temporary and permanent bracing MiTek` Is always required for stablllty 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 taus systems, seeANSI/TPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340368 F73195 PBK9 GABLE 14 1 Job Reference (optional) c Dann 1 Chambers Truss, Fort Pierce, FL '.o""' N"2vi—. ""'"" '"' "" ID:7QPecszFdotRumoewatlfLyMy11-p4mOS1 eez8g5iYQg99DOhQ9QgsCTOeEhnuQa_zVRNX 5_g_p 17-6-0 5_g_p 11-9-0 5x8 i 2x3 11 3x4 11 Scale = 1:52.0 7.00 12 2 3 4 5 4x4 i 1 v o� 11 2 z� 12 6 10 9 8 7 6 3x4 \\ 6x8 = 3x6 = 2x3 I I 3x4 17-6-0 17-6-0 Plate Offsets (X,Y) f1:Edge 0-1-121 f3:0-5-6 0-2-81 f6.0-1-4 0-1-8) f9-0-3-8 0-3'0) f10:0-1-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.01 12 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 108 1b FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 9-7-1 or bracing. 1-9: 2x4 SP No.3 WEBS 1 Row at midpt 5-12, 4-7, 2-9 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 17-6-0. (lb) - Max Horz 11=315(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 7= 585(LC 4), --919(LC 4), 6=-220(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 7=994(LC 9), 9=1189(LC 9), 10=260(LC 1), 6=381(LC 9) lown. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when BOT CHORD 9-10=-348/306 WEBS 4-7=-599/628, 2-9=-709/622, 1-9=-410/472 ,e�111e11U1�� NOTES- 0% S A. 1) Unbalanced roof live loads have been considered for this design. vS, �Nq( �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasci=132mph; TCDL=4.2psJ BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,,��0 •....... N s •, C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 : ��, F••.• i 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. No 39380....�� 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. .. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (I'e. diagonal web). 7) Gable studs spaced at 6-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord iniall 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 = 15.Opsf. 10) Bearing at joint(s) 11, 12, 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 7, 919 lb uplift at joint 9 and 220 lb uplift at joint 6. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 9. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used inithe analysis and design of this truss. It1/111111% Thomas A. Alban! PE No;39380 Mrrek USA, Inc. FL Cert 66M 6904 Parke.East Blvd. Tampa FL.33610 Date: April 4,2016 _ I ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters'shown, and is for an individual building component, not -- �' a truss system. Before use, the building designer must verify the applicability of design para*ters and properly incorporate This design Into the overall Individual members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of truss web and/or chord 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 taus systems, seeANSI/TPIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340369 73195 PBN GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7,640 S Sep Z9 201 b M I ex Industries, Inc. Thu Mar 3i 11:54:0b Z016 rage 1 I D:7QPecszFdotRumoewatlfLyMy11-H HKOgN eGkSoyJiLmOtgSYuzJm4HbCW W NwRdz6QzVRN W 26-0-0 26-0-0 Scale = 1:48.7 3x4 I I 8 2x3 I 0 7.00 F12 7 4x4 = 2x3 I I 2x3 11 4x5 = 3 4 5 1 m 0 N 2 1 < W c o 16 0 3x4 = 15 14 13 12 11 10 17 9 3x5 11 2x3 11 2x3 113x6 = 2x3 11 2x3 11 3x4 26-0-0 1 26-0-0 Plate Offsets (X Y)-- (9:0-1-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix) Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 1-3: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-12: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. All bearings 26-0-0. (lb) - Max Harz 1=549(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 11 except 1= 251(LC 6), 10=-601(LC 4), 13=-611(LC 4), 14=-463(LC 4), 15= 438(LC 4), 9=-28�(LC 4) Max Grav All reactions 250 lb or less at joints) 2 except 1=279(LCI4), 10=988(LC 9), 11=383(LC 1), 13=829(LC 9), 14=636(LC 9), 15=446(LC 6), 9=519(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 616/527, 2-3=-482/385, 3-4=-454/359, 4-5=-453/359, 5-6=-4i 4/359, 6-7=-489/440, 8-9= 367/298 WEBS 7-10=-812/640, 6-11= 271/43, 5-13=-635/650, 4-14=-481/494, 3-15= 379/458 NOTES- e,,,_oett.��Ps� 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; IBCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ,% 0`V`. • • • " • • • e C-C Corner(3) 0-0-5 to 16-5-10, Exterior(2) 16-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 G E N , '�, •p�i` `s 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry�•••• Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. NO 39380..—;R 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. I = 6) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrerit with any other live loads. m ' 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will+ _ E • . � fit between the bottom chord and any other members, with BCDL = 15.0psf. 1 0 8) Bearing at joint(s) 16, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify �� '• •� R 1 Q•,•' ��,� capacity of bearing surface. �j� Ss. • • • f \ G �� 9) Provide mechanical ech nical connection o nect=463b 15t errs) 9f tr8uss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11 except (jt=1b) l�7. J#, 111111111 i 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albanl PE No.39380 designer. MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 1 ® WARNING - Vef ry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1070=015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parametersshown, 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 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 propehy damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340370 73195 PBN1 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4x4 = 7.00 12 3 1 v a 2 C 0 6 3x5 = 15 2x3 I I 2X3 II 14 2X3 26-0-0 2x3 II 13 12 1x6 = 2X3 /.640s Sep ze 2015 Mi I ak inuushies, Inc. Thu Mai o i v, i I D:7QPecszFdotRumoewatlfLyMyl I-ITumtjfuVmwpxswzxaBh56VQKUgOxyVX95NXetzVRNV 3x5 I 5x6 = 11 10 17 3xs II 2x3 11 Scale = 1:48.8 a 0 co _CP 16 0 9 3X4 26.0-0 Plate Offsets (X Y)-- r2:0-4-12 0-0-0) r9:0-1-4 0-1-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.41 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/fP12007 (Matrix) Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, except 1-3: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-13: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide. REACTIONS. All bearings 26-0-0. (lb) - Max Horz 1=549(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-879(LC 6), 110=-870(LC 4), 2=-692(LC 4), 11= 564(LC 6), 12=-597(LC 4), 14=-462(LC 4), 15=-453(LC 4), 9= 276(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=735(LC 4), 10=1450(LC 9), 2=1048(LC 9), 11=385(LC 4), 12=813(LC 9), 14=626(LGI 9), 15=523(LC 6), 9--499(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 815/802, 2-3=-415/319, 3-4=-306/217, 4-5— 305/217, 5-6=-306/217, 6-7=-612/646, WEBS 7 0= 1241/922, 6-11= 392/634, 5-12=-620/636, 4-14=-477/492, 3-15= 422/471 ♦♦%%'p,S� A-1 ge ♦ 4 NOTES a♦�0 ' G ENS • q�L �� 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=42psf; BCD L=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18... �' •• �� C-C Comer(3) 0-0-5 to 18-5-10, Exterior(2) 18-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 No 39380 _ 2) Truss designed for wind loads in the plane of the truss only. For studs exposedito wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. = ,. 4) Gable requires Continuous bottom chord bearing. •lI, 5) Gable studs spaced at 6-0-0 oc. �., S E ,tom Z. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 7) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will [� Q R �•.• ��?*♦ fit between the bottom chord and any other members, with BCDL = 15.Opsf. ��••• ' 8) Bearing at joint(s) 16, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify �� js�0 N A1- ��`, capacity of bearing surface. 1 �1l1111111lilt 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 1, 870 lb uplift at joint 10 Thomas A Alban[ PE No.39380 , 692 lb uplift at joint 2, 564 lb uplift at joint 11, 597 lb uplift at joint 12, 462 lb uplift at joint 14, 453 lb uplift at joint 15 and 276 lb uplift at Thom USA, Inc. FL E N .393 joint 9. MlTek6904 Parke East Blvd. Tampa F2 33610 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Date: designer. April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE AIII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeW 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 applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek" building prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of muses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610 Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria UA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle • 71 T8340371 73195 PBN2 GABLE 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 F12 c6�Y2 66 3x5 = 4x4 = 17 16 15 t.64u s 6ep za 2015 nv i ex mausiries, Inc. Thu mar ai I i:ov:vo 2016 rage , I D:7Q PecszFdotRumoewatlfLyMy1 I-ITumtjfuVmwpxswzxaBh56VNEUgUx_EX95NXetzVRNV 26-0-0 14 13 5x6 = 12 11 19 3x4 11 9 Scale = 1:48.8 26-0-0 Plate Offsets (X Y)-- f2:0-4-12 0-0-01 (10:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 18 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except 4-8: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-14: 2x4 SP M 30 MITek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer I OTHERS 2x4 SP No.3 Installation guide. REACTIONS. All bearings 26-0-0 (lb) - Max Horz 1=549(LC 4) Max Uplift All uplift 100 lb or less at joints) except 1= 842(LC 6), 1 2= 630(LC 4), 11= 191(LC 4), 13=-515(LC 4), 15= 494(L 10— 236(LC 4), 17=-325(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=716(LC 2=963(LC 9), 11=547(LC 9), 13=715(LC 9), 15=672(LC f 10=423(LC 9), 17=520(LC 9) 236(LC 4), 4), 16=-320(LC 4), 12=276(LC 1), 16=353(LC 9), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-807/78612-3=-493/433, 3-4=-307/257, 9-10= 301/242 WEBS 8-11=-376/227, 6-13=-538/550, 5-15= 512/526, 4-16=-293/334, 3,17= 425/338 `ttilIL1,11 ,1/III NOTES- 4;-0%�"p s/'y•;4�Cf -.* 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18;��,``r,•.\ G E N S�•; 92� ass C-C Corner(3) 0-0-5 to 20-5-10, Extedor(2) 20-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry = No 39380 Gable End Details as applicable, or consult qualified building designer as per Al S"TP, 1. � L 3) Provide adequate drainage to prevent water ponding. •- 4) All plates are 2x3 MT20 unless otherwise indicated. ° 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc, E 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ram` v 1 8) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ice'• �. 0 R Qom•• �� fit between the bottom chord and any other members, with BCDL = 15.Opsf. �� is ° �' • • ° 9) Bearing capacity t jointring 8, 10c considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,Ii s1O 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 842 lb uplift at joint 1, 236 lb uplift at joint Thomas A. Albani-PE No.39380 12, 630 lb uplift at joint 2, 191 lb uplift at joint 11, 515 Ib uplift at joint 13, 494 lb, uplift at joint 15, 320 lb uplift at joint 16, 236 Ib uplift at MITek USA, Inc. FL Cert 6634 joint 10 and 325 lb uplift at joint 17. i 6904 Parke East Blvd. Tampa FL 33610 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Date: designer. I April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER ANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not "j•1i%� Dal' 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. Additional temporary and permanent bracing M o%k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlom storage, deilvery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, OVA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340372 73195 PBN3 GABLE 2 1 Job Reference (optional) c D e� Chambers Truss, Fort Pierce, FL ,.640 6 aep " E" P' „""° , ,," ,.,"„"_n_ . I D:7QPecszFdotRumoewatlf LyMy11-DfS943gW G32gZOU9VliweJ2bytxLg RDgN164BJzVRN U 26-0-0 26.0-0 Scale = 1:48.7 3x4 II //9 j 4x4 = 4x4 = /Jet 1 7.00 12 v 3 0 m � 0 1 N 2 r p M I 6 O 6 18 3x4 = 17 16 15 14 13 12 11 10 3x6 = 3x4 26-0-0 1 26-0-0 Plate Offsets (X,Y)-- f10.0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.66 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 18 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 1201b FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 `Except` 4-8: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 `Except' 10-14: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. BRACING- TOPCHORD BOT CHORD (lb) - Max Horz 1=549(LC 4) 1 Max Uplift All uplift 100 lb or less at joint(s) except 1=-652(LC 6), 12=-219(LC 4), 2=-455(LC 4), 11=-224(LC 4), 13=-443(LC 4), 15=-492(LC 4), 16=-391(LC 4), 10= 121(LC 4), 17=-462(LC 4) Max Grav All reactions 250 lb or less at joint(s) 10 except 1=579(LC 4), 12=339(LC 9), 2=719(LC 9), 11=521(LC 9), 13=776(LC 9), 15=823(L 9), 16=576(LC 9), 17=727(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sh wn. TOP CHORD 1-2=-747/703, 2-3=-522/464, 3-4=-263/241 WEBS 8-11=-315/250, 6-13=-465/475, 5-15=-505/523, 4-16— 434/412, 3-17=-605/484 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. %% NOTES- i �� G E IV 'y p 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18;0� ; •�,� S�C`••,�/j �� C-C Corner(3) 0-0-5 to 22-5-10, Exterior(2) 22-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry No 39380 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 1 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. : E 6) Gable studs spaced at 6-0-0 oc. .0 1(/ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, or 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� 0 R 1 0. • G�,,`� fit between the bottom chord and any other members, with BCDL=15.Opsf. ��i ss� • • •"• �� % 9) Bearing at joint(s) 18, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 1, 219 lb uplift at joint Thomas A Albanl PE No.39380 12, 455 lb uplift at joint 2, 224 lb uplift at joint 11, 443 lb uplift at joint 13, 492 lb iuplift at joint 15, 391 lb uplift at joint 16, 121 lb uplift at MiTek USA, Inc. FL Cert 6634 joint 10 and 462 lb uplift at joint 17. 6904 Parke East Blvd. Tampa FL 33610 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Date; 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building ADril 4.2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord, members only. Additional temporary and permanent bracing M!Tek• building design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems, seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8349372 73195 PBN3 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.o4u s aep za zure mu erz mausrries, mc. r nu mar o r i i.64.0 26 i o raya c I D;7QPecszFdotRumoewatlfLyMy1 I-DfS943gW G32gZOU9VliweJ2bybd-g RDgN164BJzVRN U ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114/I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, a truss system. Before use, the building designer must verify the applicability of design parameters and Is for an Indlvlduai building component, not and properly Incorporate this design Into the overall building deslgn. 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 propeity damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T8340373 73195 PBN4 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Fierce, FL 7.00 12 2x3 II 3 1 � N 2 O O 3x5 = ,� ID:7QPecszFdotRumoewatlfLyMy11-hsOXIPh81NAXA93L3?D9AXa4hwNZF; vgcPsejlzVRNT 9-5-10 26-0-0 9-5-10 16-6-6 2x3 11 3x6 = 2x3 11 3x6 = 2x3 11 3x4 11 3x6 11 2x3 11 3x6 rt 2x3 11 2x3 11 3x4 // Scale: 1/4°=1' 36 Plate Offsets (X Y)-- f2:0-4-12 0-0-01 f5:0-3-0 0-1-121 110:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 16 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-0-0. (lb) - Max Horz 1=529(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 11=-579(LC 4), 12=-516(LC 4), 14=-655(LC 4), 15=-654(LC 4), 2= 707(LC 6), 10=-223(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=343(LC 9), 11=989(LC 9), 12=892(LC 9), 14=1094(LC 9), 15=1028(LC 6), 2=483(LC 4), 10=382(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s own. TOP CHORD 1-2=-437/266, 2-3= 648/603, 3-4=-290/280 WEBS 8-11=-609/623, 6-12=-527/550, 4-14=-815/692, 3-15=-879/690 NOTES- e`�ttltll/jt� 1) Unbalanced roof live loads have been considered for this design. S A° 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;IBCDL=3.Opsf; h=461t; Cat. 11; Exp C; Encl., GCpi=0.18; `1, O�P LB C-C Comer(3) 0-0-5 to 24-5-10, Exterfor(2) 24-5-10 to 25-10-4; Lumber DOL=1.60 plate grip DOL=1.60 ,�� •E A'9 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �% ��,••`,� C' N SF•.• �i, i� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. i 4) Provide adequate drainage to prevent water ponding. No 39380..�� 5) Gable requires continuous bottom chord bearing. � 1k 6) Gable studs spaced at 6-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre t with any other live loads. s -� 8) '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 tail by 2-0-0 wide will. E fit between the bottom chord and any other members, with BCDL = 15.Opsf. j •'� 9) Bearing at Joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �� • �•O R'1 �.••� ��` 10) Provide mechanical connection (by others) of truss to bearing plate capable of ;withstanding 100 lb uplift at joint(s) 1 except (Jt=1b) ��j Sts • • r�� , 11=579, 12=516, 14=655, 15=654, 2=707, 10=223. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albani PE No.39380 designer. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° m a truss system. Before use, the building designer must verify the applicability of design paragters 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria VA 22314. 1 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340374 73195 PBN5 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.e4o s Sep zs 20i o Mi i ex mausmes, inc. Thu mar 31 r i ay.vo 2016 ruqu ID:7QPecszFdotRumoewatlfLyMyf I-hs0XIPh81NAXA93L3?D9AXagRHNZPpfgcPsejlzVRNT 3x6 i Scale = 1:48.8 2x3 11 2x3 11 3x4 11 7.00 2 2x34 II i m 0 2x3 II m 3 1 N 2 V m 66 AAAANSA 15 0 3x5 = 14 13 12 � 11 10 9 3x6 11 2x3 II 3x6 — 2x3 II 2x3 11 3x4 26-0-0 1 26-0-0 Plate Offsets (X Y)-- f2:0-4-12 0-0-0) (5:0-3-0 0-0-4) f9:0-1-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL - 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-0-0. (lb) - Max Horz 1=641(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 10=-564(LC 4), 11= 546(LC 4), 13=-694(LC 4), 14=-632(LC 4), 2= 619(LC 6), 9— 227(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=270(LC 1), 10=966(LC 9), 11=951(LC 9), 13=1185(LC 9), 14=974(LC 6), 2=456(LC 4), 9=389(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 573/398, 2-3=-772/694, 3-4— 426/399 WEBS 7-10= 588/610, 6-11=-587/579, 4-13— 907/732, 3-14=-834/667 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Corner(3); Lumber DOL=1.60 DOL=1.60 0CDL=3.0psf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; ,,�! S A. A(Q ��♦ plate grip to the face), Standard Industry ��P 0 •' 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Gable End Details building designer as ANSI/TPI wind (normal see 1. �� ,. ,�,• G E N 5�.; 9�� ♦♦� as applicable, or consult qualified per ,�� 3) Provide adequate drainage to prevent water ponding. 1 •� i NO 39380.. 0 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit= '0 .. fit between the bottom chord and any other members, with BCDL=15.Opsf. 8) Bearing 15, 9 considers to value using ANSI/TPI 1 angle o formula. Building designer should verify at joint(s) parallel grain grain capacity of bearing surface. ' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=1b) 10=564, 11=546, 13=694, 14=632, 2=619, 9=227. ♦♦ R III lSs • " • • " Member end was In the nd of lnsult truss. �� #� N Ai �) as s Connection Deixity tail I for Cel Truss" onnectiond or coualified building 1 See Standaid rd Industry to base truss rY Piggybackapplicable,q 9 designer. Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing MOW i Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle TB34D375 73195 PBN6 GABLE 2 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 2x3 11 13-5-10 7.00 12 2x3 11 13 12 2x3 I I 3x6 7,640 s Sep 29 nib MI i ex industries, Inc. Thu Mar 3i i i:54:09 20i o rage i I D:7QPecszFdotRumoewatltLyMyl I-92avVkhnohl OoJeYdjkOjk7_YhjnBChzr3bBFCzV RNS 26-0-0 12-" 3x6 = Scale = 1:52.1 3x6 II 2x3 II 3x4 II 5 6 7 8 10 2x3 11 3x4 // 26-0-0 Plate Offsets (X Y)-- 15-0-3-0 0-1-121 19:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ((oc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(TL) 0.01 15 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix) Weight: 121 Ito FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-0-0. (lb) - Max Horz 1=753(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 10=-582(LC 4), 13=-722(LC 4), 14=-627(LC 4), 9=-220(LC 4), 2=-597(LC Max Grav All reactions 250 lb or less at joint(s) except 1=268(LC 1 11=1021(LC 9), 13=1235(LC 9), 14=955(LC 6), 9=381(L( FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-700/512, 2-3= 906/802, 3-4=-562/518 WEBS 7-10=-597/626, 6-11=-657/596, 4-13= 956/759, 3-14= 818/662 BRACING - TOP CHORD BOT CHORD WEBS 1= 562(LC 4), 10=979(LC 9), 9), 2=460(LC 4) Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing.. 1 Row at midpt 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stab(lizer Installation guide. NOTES- ,`0"jiII Ifill" I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; �� P C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 ,�� o • G E N 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry SAC`••,"[zj Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ` i 3) Provide adequate drainage to prevent water ponding. No 39380. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : -a 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 wile E fit between the bottom chord and any other members, with BCDL = 15.Opsf. I • r • v 8) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle,to grain formula. Building designer should verify capacity of bearing surface. i�,� ••• �� (� 1 �. `' G�,�� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 10, 562 lb uplift at joint11, 722 lb uplift at I4 StS ' • \ �� 10) , joint Semi -rig d pitchbreaksinclud ng heejoint I heels" Member end fixity model upliftift at joint 9 and 597 Ito model was used in analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albany PE No.39380 designer. Mffek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERAI NCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 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 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 chorcilmembers only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340376 73195 PBN7 GABLE 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 2x3 3x6 i 2x3 II 7.640 s Sep 29 2015 MI I ek Industries, Inc. I hu Mar 31 11:54:10 ZU16 Vega 1 I D:7QPecszFdotRumoewatlfLyMy11-dEBHj4iPZ_QFQTDkAQGdFyggb53Ltj273iLknezVRN R 7.00 12 a w 2 6 d 10 3x4 = 9 8 7 2x3 11 3x5 11 3x4 Scale = 1:51.1 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fFP12007 CS]. TC 0.56 BC 0.26 WB 0.50 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) 0.01 (loc) Vdefl Ud n/a 999 n/a 999 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-10-12. (lb) - Max Horz 1=843(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2 except 8=-778(LC 4), 9=-587(LC 4), 1=-205(LC 6), 7— 280(LC 4) Max Grav All reactions 250 lb or less at joints) 2 except 8=1309(LC 9), 9=887(LC 6), 1=317(LC 4), 7=515(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-896/720, 2-3=-923/793, 3-4=-602/476, 4-5=-579/541, 6-7=-353/290 WEBS 5-8=-1009/824, 3-9=-751/614 1 NOTES- 1) S I AI1�/��,', 1) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; `� �P A4 ., C-C Corner(3); Lumber DOL=1.60 plate grip DOL=1.60 0 - e �� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to'the face), see Standard Industry ,�� ?.• � C' E N S'�.' 92� -40 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. No 39380. 4) Gable studs spaced at 6-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wjI= -a fit between the bottom chord and any other members, with BCDL = 15.Opst. E •III e 7) Bearing at Joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=1b) 8-778 i,� 0 R \ �.•'`�� ,� , 9=587, 1=205, 7=280. l,. is truss. 10) SeelStandardtbreaks Industrylncluding heels" Member end P Piggyback TrussConnection (Detail fixity or Connection to base truss el was used In the i s and design of c as applicable, onconsult qualified building designer. Thomas A. Albans PE No:39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI 19uallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VI A 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge LBestyle T8340377 73195 PBS GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 F12 5x6 = 3 4 21 3x5 = 20 19 18 17 3x6 = 3x6 = 35-9-12 16 7.640 s Sep 29 2v i 5 MI I ek ind-lrles, 41G. mu lvidi 3i I.54.I V GV 1 orag" I I D:7QPecszFdotRumoewatlfLyMy11-dE8Hj 4iPZ_QFQTDkAQGdFygBD54vtov73iLknezVRN R 15 14 3x6 = 3x6 = Scale = 1:60.8 10 11 13 12 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.39 BC 0.22 WB 0.18 (Matrix) DEFL. in (foe) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.01 21 n/a n/a PLATES GRIP MT20 244/190 Weight: 111 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-3: 2x4 SP No.3 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-9-12. (lb) - Max Harz 1=98(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 2=-182(LC 4), 12=-230(LC 4), 13= 585(LC 4), 14=-524(LC 4), 16=-536(LC 4), 17= 550(LC 4), 19= 475(LC 4), 20=-108(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 20 except 2=275(LC 9), 12=317(LC 9), 13=805(LC 9), 14=722(LC 9), 16=738(LC 9), 17=757(LC 9), 19=649(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 10-13=-606/619, 8-14=-547/561, 7-16=-558/572, 5-17= 573/587, 4-19=-494/506 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3) 0-3-8 to 17-0-0, Exterior(2) 17-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 �S 14 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,,� �A ,A(e IBA Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. ,e �.�0 ,•`G E N �/�j�� 3) Provide adequate drainage to prevent water pending. : •�, S�`••.� / ��r 4) All plates are 3x4 MT20 unless otherwise indicated. •• 5) Gable requires continuous bottom chord bearing. NO 6) Gable studs spaced at 6-0-0 oc. 0 1k ti 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil= .� tit between the bottom chord and any other members. °• E 9) Bearing at joint(s) 21, 12 considers parallel to grain value using ANSI/TPI 1 angle' to grain formula. Building designer should verify `f y, • •(V capacity of bearing surface. I i 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=ib) �� Q R 1e� 2=182, 12=230, 13=585, 14=524, 16=536, 17=550, 19=475, 20=108. ��I Sl) ' • • ' • •�� , ) nIndustry heels" model tin the analysis and design itruss. '�N A 12Se Standard Piggybak Truss Connection Detail or Connection base truss as applicable, or consult qualified building V6,1l designer. Thomas A. Alban) PE No.39380 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply r Ridge Lifestyle T8340378 TJeference 73195 PBS1 GABLE 2 (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:54:11 2016 Page 1 I D:7QPecszFdotRumoewatl fLyMyl 1-6RhfwQj 1 J IY61 dowk7nS09CE5VQRCFCGIM4l K4zVRNQ 4-0-0 35-9-12 4-0-0 1 31-9-12 Scale = 1:60.8 7.00 12 3x6 = 3x6 = 5x6 = 3 4 5 6 7 8 9 10 21 m N N C T 19 O 3x6 = 18 17 16 15 14 13 12 11 3x6 = 3x6 = 35-9-12 35-9-12 Plate Offsets (X Y)-- (2:0-2-8 Edge) (3:0-3-0 0-1-121 18:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 19 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 121 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 `Except` 1-3: 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 35-9-12 (lb) - Max Horz 1=209(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-533(LC 6), 2: 15= 538(LC 4), 17=-538(LC 4), 18=-512(LC 4), 11=-233(t Max Grav All reactions 250 lb or less at joint(s) except 1=417(LC 4 15=742(LC 9), 17=736(LC 9), 18=731(LC 9), 11=322(LC FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sh TOP CHORD 1-2=-381/423 WEBS 9-12=-592/609, 8-13— 550/563, 7-15= 562/574, 5-17=-556/575, 4- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 336(LC 4), 12=-564(LC 4), 13=-530(LC 4), 4) 2=960(LC 9), 12=776(LC 9), 13=729(LC 9), NOTES- s design. 2) Unbalanced Wind: ASCEr7-10; Vult=1170moof live loads vhb3-second gust) Vasdeen considered for =132mph; TCDL=4.2 sf; BCDL=3.0 sf; h=46ft Cat. II; Ex C; Encl., GC i-0.18; ��0 PS A. 4 ,q� f P( 9) P P P P P- � � � C-C Corner(3) 0-3-8 to 19-0-0, Exterior(2) 19-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 % �� •. • . N t. . e.9�1 ♦i♦, 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �� ; ' �,� �C II�j Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. i 4) Provide adequate drainage to prevent water ponding. No 39380. 5) All plates are 3x4 MT20 unless otherwise indicated. 1k 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. -fl 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.; E • •L 9) ` 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. ;J 10) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify ��o♦� Q F{ 1 �• ' G�,�� capacity of bearing surface. ♦♦ StS' • • • % 11) Provide 564lb pliftt joint 12, 530 h connection plate withstanding 533 lb lb up ft at joint 13 538 Ib upl ft at oint 15, 538 Ib uplift at joint17, 512 Ib uplift ifjoint 1 uplift at joint 8 and 2336 lb uplift at joint 2 3 lb uplift ♦'�� "MIV at joint 11. Thomas A. Alban) PE No.39380 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tl7e analysis and design of this truss. MITek USA, Inc. FL Cert 6634 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 6904 Parke East Blvd. Tampa FL 33610 designer. Date. April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters sl�Iown, and Is for an Individual building component, not t a truss system. Before use, The building designer must verity the applicability of design 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 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, SOOANSI/TPI1 duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Harbor Ridge Lifestyle T8340379 73195 PBS2 GABLE 2 1 Job Reference (optional) khan rsWzVRNP = 1:60.8 35-9-12 Plate Offsets (X Y)-- f2:0-2-12 0-1-81 r4:0-5-8 0-2-01 r11:0-1-4 0-1-81 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.20 Vert(TL) rita n/a 99 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.18 0.01 19 n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 132 lb FT = 20 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4•SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-9-12. (lb) - Max Harz 1=321(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-775(LC 6), 2 =-789(LC 4), 12= 574(LC 4), 13=-528(LC 4), 15=-534(LC 4), 16=-555(LC 4), 18=-520(LC 4), 11=-225(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=609(LC 4), 2=1187(LC 9), 12=790(LC 9), 13=726(LC 9), 15=739(LC 9), 16=752(LC 9), 18=793(LC 9), 11=311(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-571/619 WEBS 9-12= 600/616, 8-13=-549/563, 6-15=-558/570, 5-16=-572/593, 3-18=-610/550 NOTES- ��IIIII1111/1 1) Unbalanced roof live loads have been considered for this design. �� S A. �.,1, 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; e�, �P q�A �j C-C Corner(3) 0-3-8 to 21-0-0, Exterlor(2) 21-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 ,p% �0 �.• G I N •'•,v� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �� ,• �,1 S'� �i, s00 Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. 4) Provide adequate drainage to prevent water ponding. No 39380... 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord beating. -0 ; 8) Gable studs spaced at 6-0-0 oc. S E • 'V Z 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren) with any other live loads. - o 10) ` This truss has been designed for 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. 11 Beafin at'oini s 19, 11 considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify �i s • • •" �� capacity ofbearingsurface. p g g g g g g y �f.# 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 1, 789 lb uplift at joint 2 ��1111 , 574 lb uplift at joint 12, 528 lb uplift at joint 13, 534 lb uplift at joint 15, 555 lb uplift at joint 16, 520 lb uplift at joint 18 and 225 lb uplift Thomas A. Albanl PE No.39380 at joint 11. i MITek USA, Inc. FL Cent 6634 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in 6e analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Date: designer. April 4,2016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' Im 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. Addltlonal 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T834038D 73195 PBS3 GABLE 2 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 8-0-0 7.00 12 3x6 = 3x6 = 18 20 r.ti4u s pep ze zutb Mil eK mausmes, mc. r nu mar di i r:egnd zuio rage r I D:7QPeeszFdotRumoewatlfLyMy11-2ppQL6lHrvppHxyJsYpKtal ij 14i48BZmgZPOzzVRNO 35-9-12 27-9-12 3x6 = 3x6 = 1 3x6 = Scale = 1:60.8 1 0D 19 0 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FB02014/TP12007 CS1. j TC 0.38 BC 0.28 WB 0.21 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a HOrz(TL) 0.01 (loc) I/defl Ud n/a 999 n/a 999 19 n/a n/a PLATES GRIP MT20 244/190 Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 35-9-12. (lb) - Max Harz 1=433(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except I= 705(LC 6), 2=1660(LC 4), 12=-568(LC 4), 13=-530(LC 4), 15=-534(LC 4), 16= 542(LC 4), 18= 614(LC 4), 11=-230(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=578(LC 4),I2=1016(LC 6), 12=976(LC 9), 13=906(LC 9), 15=916(LC 9), 16=931(LC 9), 18=1001(LC 9), 11=391(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shot n. TOP CHORD 1-2= 654/668, 2-3_ 299/279 WEBS 9-12=-598/615, 8-13=-550/563, 6-15= 557/571, 5-16=-566/579, 3-18=-770/645 NOTES- I,o��illlll/// 2) Windt ASCEanced r7-10; Vult=1170mph (3 second gust) Vasd oof live loads have been considered for i 132mph; TCDL=4.2psf; B'CDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; �a�s design. I O Ps A• A4 C-C Corner(3) 0-3-8 to 23-0-0, Exterior(2) 23-0-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 1� �� ?.' \ G E•N 51 .; 9.j,� Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4 Provide adequate drainage to prevent water ondin q 9 P P 9• i • No 39380. 5) All plates are 3x4 MT20 unless otherwise indicated. * t 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc.- with live loads. L 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent any other E 9) • 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 y� fit between the bottom chord and any other members, with BCDL=15.Opsf. 44b� 10) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. '�s • R 1 �.••• �� ej lS • •"• •"• �� 60 lb 2 11) Provide bearing withstanding uplift �1 �� IV �E ��% atliuplift 230 lb at jo nt 12, 530connection lb pliftmechanical lb up ft at joint 13, 534 lbuplift at jo nt 15, 542 Ib uplift at joint16, 614 b uplift joint 8 and uplift 11 at joint 11. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 designer. 6904 Parka East Blvd. Tampa FL 33610 Date: April 4,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shgwn, 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 Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty, Ply Harbor Ridge Lifestyle T834D381 73195 PBS4 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 9-9-0 9-9-0 3x6 = 4 5 7.00 12 3 21 3x5 = 18 20 17 16 3x6 = 15 7.640 a Sep 29 201 b MI I eK Inausines, Inc. I nu Mar 31 l l :b4:14 Z016 Page 1 I D:7Q PecszFdotRumoewatlf LyMyl I-W ONoYSlvcDxgu4XVPGKZQogs_iQwpZTi_KJywPzVRNN 26-0-12 3x6 = 14 13 3x6 = 12 Scale = 1:60.8 10 fit N N N W 19 6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.28 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 19 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 149 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 35-9-12. (lb) - Max Horz1=530(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1= 696(LC 6), 2= 15=-523(LC 4), 16=-577(LC 4), 18= 639(LC 4), 11=-228(L Max Grav All reactions 250 lb or less at joint(s) except 1=620(LC 4) 15=897(LC 9), 16=999(LC 9), 18=1067(LC 9), 11=390(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-760/735, 2-3=-422/389 WEBS 9-12= 598/617, 8-13=-555/565, 6-15=-537/560, 5-16=-634/613, BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 637(LC 4), 12=-570(LC 4), 13=-532(LC 4), : 4) 2=946(LC 9), 12=976(LC 9), 13=910(LC 9), NOTES ,lti111111111 1) Unbalanced roof live loads have been considered for this design. >>�� cj A, �I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; %% k A� �� C-C Corner(3) 0-3-8 to 24-9-0, Exterior(2) 24-9-0 to 35-8-0; Lumber DOL=1.60 plate grip DOL=1.60 e,% 0 • •� e,9 4Pe 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �� •• �,� G N S,t,,'•, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. i 4) Provide adequate drainage to prevent water ponding. No 39380 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. i : -0 ; - 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 1V 9) • 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 = 15.Opsf. i 10) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ��I SSA • • • • • • • �� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 1, 637lb uplift at joint 2 Iys��1N A ; ,�� , 570 lb uplift at joint 12, 532 lb uplift at joint 13, 523 lb uplift at joint 15, 577 lb uplift at joint 16, 639 lb uplift at joint 18 and 228 lb uplift at joint 11. 1 Thomas A. Abed PE No.39380 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MITek USA, Inc. FL Cart 6634 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 6904 Parke East Blvd. Tampa FL 33610 designer. Date:. April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312016 BEFORE USE. Design valid for use only with MITeM 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 applicability of design parameters and properly Incorporate this design Into the overall bullding deslgn. Bracing Indicated Is to prevent buckling of Individual trussweb 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 miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T8340382 73195 PBS5 GABLE 15 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.00 F12 2x3 11 12 1-2.6 7.640 5 Sep 29 2015 Nil l ek Industries, Inc. Thu Mar 31 11:54n 4 2016 Page 1 I D:7QPecszFdotRumoewatlfLyMyl I-W ONoYSivc Dxgu4XVPGKZQogrViJOpb7i_KJywPzVRNN 4 3x4 Jk 3x4 = 61 8 5 2x3 111 3x4 m r'= 6 Scale = 1:36.6 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.50 BC 0.73 WB 0.23 (Matrix) DEFL. in Vert(LL) n/a Vert(rL) n/a Horz(TL) 0.01 (loc) I/defl Ud n/a 999 n/a 999 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-2-6. (lb) - Max Horz 1=646(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 1=-497(LC 6), 2=•416(LC 4) 5=-305(LC 4), 6=-745(LC 4) Max Grav All reactions 250 lb or less at joints) except 1=514(LC 4) 2=605(LC 6), 5=526(LC 9), 6=1155(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 812/713, 2-3=-584/505, 4-5=-370/317 WEBS 3-6=-926/786 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3); Lumber DOL=1.60 plate grip DOL=1.60 �a1f 1111/�� 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,,00� S A. `11 Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. `%, 0........ A� 3) Gable requires continuous bottom chord bearing. e,%O 4) Gable studs spaced at 6-0-0 oc. ,� ��.••�,� G IV S�•.• �i, s� 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent,with any other live loads. 4 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.- No 3 93 80...^� fit between the bottom chord and any other members, with BCDL = 15.Opsf. * ' 7) Bearing at joint(s) 1, 7, 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify = .r capacity of bearing surface. j 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1, 416 lb uplift at joint Z E 305 lb uplift at joint 5 and 745 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the,analysis and design of this truss. i� 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building ��, �.� j� �. ` 1,4% designer. AL ,��t11111L11��, Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shgwn, 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 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, seeANSI/7PI1 QOaltty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle • T834D383 73195 R MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b4u s bep za zotb oan eK industries, inc. nu mar o i i i:bq:1 b m i o raga i I D:7QPecszFdotRumoewatlfLyMyl I-_CxAmomXNX3XW E6hzzroy7N_r6ifYxOsD_2VTrzVRNM 3 6 0 4-11.8 9 0 0 13-11-10 3-6 0 4.11.8 4.0-8 4-11-10 7.00 FIT 5x8 Adequate Support Required 4x5 = 3x5 = Scale = 1:41.2 3X8 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.09 7-10 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 7-10 >553 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 6 n/a n/a BCDL 15.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.03 7-10 >999 240 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 j end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 1=129/Mechanical, 6=744/Mechanical, 2=1064/1-0-0 Max Horz2=719(LC 4) Max Upliftl=-140(LC 4), 6=-742(LC 4), 2=-642(LC 4) Max Gravl=212(LC 9), 6=1008(LC 9), 2=1417(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1191/594, 3-4= 765/396, 4-5— 652/441, 5-6=-966/746 BOT CHORD 2-7=-875/1205 WEBS 3-7=-673/524, 5-7— 661/987 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 �oV $ A, 2) Provide adequate drainage to prevent water ponding. �% , A4 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenGwith any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in alll areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� ,•' \ C' E N S''-•. Q�j Lei fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. No 39380. •:._� 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 1, 742 lb uplift at joint and 642 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in theianalysis and design of this truss. E • �� .�`�S •p R O, •\,tee hit Bilo" Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE. Design valid for use only with MITekm connectors. This design Is based only upon parameters shdwn, and Is for an Individual building component not �" a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property' damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI 19uallty Criteria, DSB-89 and BCSI Bulldfng Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340384 73195 R1 MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:54:15 2016 Page 1 ID:7QPecszFdotRumoewatlfLyMy11-_CxAmomXNX3XWE6hzzroy?N2o6n?Yw3SD_2V rrzVRNM 11-0-0 5-0-3 2-11-10 � 4x8 = Scale = 1:47.1 3x4 11 7.00 12 3x5 i 3x6 sm 9 8 7 1 3x4 2x3 I I 3x4 = 6x8 = .- = Adequate Support Required LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 15.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TC 0.34 BC 0.23 WB 0.77 (Matrix-M) DEFL. in Vert(LL) -0.02 Vert(TL) -0.07 Horz(TL) 0.02 Wind(LL) 0.02 (loc) I/defl Lid 9-12 >999 360 9-12 >999 240 7 n/a n/a 9-12 >999 240 PLATES GRIP MT20 244/190 Weight: 94lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEDGE WEBS 1 Row at midpt 5-7 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1033/1-0-0, 7=747/Mechanical, 1=142/Mechanical Max Horz2=834(LC 4) Max Uplift2=-606(LC 4), 7=-765(LC 4), 1=-126(LC 4) Max Grav2=1384(LC 9), 7=1093(LC 9), 1=219(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1178/407, 3-4=-992/420, 4-5=-475/177 BOT CHORD 2-9=816/1213, 8-9=-816/1213, 7-8=-275/411 WEBS 4-9=0/284, 4-8=-1008/677, 5-8= 3581707, 5-7=-1048/698 NOTES- 1) roof live loads have been considered forI 2) Wind: ASCE7-10; Vult=l70mph (3 second gust) Vasd 132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; AS A• A� �`�� DOL=1.60 ��'e • e9 �i� C-C Exterior(2); Lumber DOL=1.60 plate grip 3) Provide adequate drainage to prevent water ponding. ,�% %0 . G E N � : •�,� S�`'•.2j �0 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent • with any other live loads. No 39380. 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 wiiiZ fit between the bottom chord and any other members. _- s * '+ 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 2, 765 lb uplift at joint and 126 lb uplift at joint 1. (; ��; I� � 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ..�,� • O.••• `_,�� . O R , ***'SS/O .�`,, N AL Ee 11►111111{ Thomas A. Albanl PE No,39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date. April 4,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111I.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 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 applicability of design 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Atexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340385 73195 R2 MONO HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL Adequate Support Requ iuus —,' c. niu mm of , v.roa '. rugs gBOBOhuXhMi VDwBwW 4mHS1?Seo3?IzVRNL Scale = 1:52.2 Plate Offsets (X Y)-- f2:0-3-8 Edgel 13:0-3-0 Edge1 r5:0-3-0,0-1-121 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.15 8-11 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.36 8-11 >455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.03 2 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix-M) Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-9-11 oc bracing. WEDGE WEBS 1 Row at midpt 6-7, 4-7 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1144/1-0-0, Max Horz2=949(LC 5) Max Uplift2= 654(LC 4), Max Grav2=1575(LC 9), 7=728/Mechanical, 1=65/Mechanical 7=-777(LC 5), 1=-35(LC 5) 7=1203(LC 9), 1=83(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 2-3=-881/13113-4=-686/149 BOT CHORD 2-13=-595/944, 8-13=-595/944, 7-8=595/944 WEBS 4-8=-18/400,4-7=-1367/861 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,�,�0 S A. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; ``� �P •. C-C Exterior(2) -3-5-4 to 11-6-12, Interior(1) 11-6-12 to 13-0-0, Exterior(2) 13-0-0 to 13-9-14; Lumber DOL=1.60 plate grip DOL=1.60 % O ,......... 3) Provide adequate drainage to prevent water ponding. �!'�� ••1\ G IV SF'•.2 �s� 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 willz No 3 93 80. fit between the bottom chord and any other members, with BCDL = 15.0psf. 1k 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. : -d 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint 2, 777 lb uplift at joint r and 35 lb uplift at joint 1. ooE jV . 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i�.rZr' •� �`: S��NALE��%% Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a truss system. Before use. the building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340386 73195 S SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 11-91 1-9-8 I 7.00 12 6x8 = 4x5 i 2 T 1 7.ti4u s sep z9 zui b Mi i eK mausrries, inc. Thu Mar ai i i:wa i zui o rage i I D:7QPecszFdotRumoewatlfLyMyl1-wb3xBToov8J FIYF45OuG2QSGIvQ30oz8hlXcXkzVRNK '-3-3 24-11-3 32.8-3 41-7-4 -8-0 7-8-0 7-9-0 8-11-1 Scale = 1:79.9 6x8 = 3x4 = 6X8 = 5x6 = 3x6 = 3x4 = 3x6 = 3x4 11 5x12 = 3 4 521 6 7 8 9 20 O 0 N 18 17 22 23 16 15 24 14 I 25 13 12 26 �1 27 10 4x6 11 4x4 = 3x6 = 3x4 = 3x4 = 3x6 6x10 = 3x4 II 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.13 10-11 >816 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.33 10-11 >317 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.05 11 n/a n/a BCDL 15.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.08 14 >999 240 Weight: 341 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 7-5-7 or bracing. 2-16,3-14,5-13,6-11: 2x4 SP M 30, 8-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-17, 2-16, 3-16, 5-13, 8-11, 9-11, 1-18, 1-17 OTHERS 2x8 SP 240OF 2.0E 2 Rows at 1/3 pts 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 18=160810-7-10, 11=3122/0-7-10, 20=-253/0-3-5 Max Horz 18=94(LC 4) Max Upliftl 8=-1 204(LC 4), 11=-2309(LC 4), 20= 271(LC 9) Max Grav 1 8=2094(LC 9), 11=3911(LC 9), 20=277(LC 4) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 442/236, 2-3— 1584/973, 3-4=-1717/981, 4-21 =-1 717/981, 5-21 =-1 717/981, 5-6=-958/481, 6-7=-486/707, 7-8=-486/707, 8-9=-486/707, 1-18=-2166/1159 BOT CHORD 17-22=-311/448, 22-23=-311/448, 16-23=-311/448, 15-16= 973/1584, 15-24=-973/1584, 14-24=-973/1584, 14-26= 981/1717, 13-25=-981/1717, 12-13=-4811/958, 12-26=-481/958, ��111111/ld� WEBS 2-17=-1606/1130, 2-16=-1015/1742, 3-16=-936/813, 5-14=0/270, 5I13=-1178/774, ``��PS A. A(e os 6-13=-545/1250, 6-11=-2565/1490, 8-11=-795/679, 9-11=-1089/734, 1-17=-1068/1952�� •• G E N '�%�}�� TES - NOTES -Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.1✓Z NO 39380...- C-C Exterior(2) 0-1-12 to 16-9-8, Interior(1) 16-9-8 to 40-10-4; Lumber DOL=1.60!plate grip DOL=1.60 �r 2) Provide adequate drainage to prevent water ponding. 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 wiir r E fit between the bottom chord and any other members, with BCDL = 15.Opsf. i 5) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity., , • �� of bearing surface. i� �`S • ; O R 1 �. • G�,�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1204 lb uplift at Joint 18, 2309 lb uplift at �� S� " ' • • • �� ,% joint 11 and 271 lb uplift at joint 20. IO N Ak- 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the !analysis and design of this truss. ��II11 111►,,�� Thomas A. Albans PE No,39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Anril 49016 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parametersshown, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se0ANSI/TPI1 9uatlty Crlterla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340387 73195 S1 SPECIAL 2 1 Job Reference (optional) i.namoers truss, ion nace, r� •s sp _ us„ I D:7QPecszFdotRumoewatlfLyMyl 1-wb3xBToovBJFIYF450ua26SF5v650n18hlXc3kzVRNK i 3-9-8 11-0-3 111-2-13 25.5.8 32-8-3 41-7-4 7-2-11 7-2-11 7-2-11 7-2-11 8-11-1 Scale = 1:91.9 6x8 = 6x8 = 6x8 = 7.00 12 5x8 = 3x4 = 3x6 = 3x4 — 3x5 =3x6 = 3x4 I 5x12 = 2 3 4 5 2� 6 7 8 9 4x5 G 1 eo T 0 1 20 0 N 18 17 22 16 15 23 14 24 13 12 25 11 26 10 3x6 II 4x4 = 3x5 = 3x6 = 3x4 = 3x5 = 6X10 = 3x4 I 3x6 = 3-9-8 11-0-3 18-2-13 25-5-8 2 41-7-4 3-9-8 7-2-11 7-2-11 I 7-2-11 7-2-11 8-11-1 Plate Offsets (X Y)-- 12:0-6-0 0-2-41 f9:0-3-4 0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.15 10-11 >720 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(rL) -0.36 10-11 >296 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) -0.05 20 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.08 14 >999 240 Weight: 362 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-4-4 oc bracing. 2-16,6-11: 2x4 SP M 30, 8-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-17, 2-16, 3-16, 5-13, 6-13, 8-11, 9-11, 1-18, OTHERS 2x8 SP 240OF 2.0E 1-17 2 Rows at 1/3 pts 6-11 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1644/0-7-10, 11=2957/0-7-10, 20= 122/0-3-8 Max Horz 18=206(LC 4) Max Uplift18=-1197(LC 4), 11=-2236(LC 4), 20= 122(LC 1) Max Grav 1 8=2172(LC 9), 11=3750(LC 9), 20=180(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-927/545, 2-3= 1594/1008, 3-4= 1610/949, 4-5=-1610/949, 5-21=-908/475, 6-21= 908/475, 6-7= 350/483, 7-8= 350/483, B-9=-350/483, 1-18= ?149/1199 BOT CHORD 17-22=-571/818, 16-22=-571/818, 15-16=-1008/1594, 15-23=-10081/1594, 1 -23=- 008/1 8 4, 14-24=-949/1610, 13-24— 949/1610, 12-13=-475/908, 12-25=-475/908, 1%f, PS A. WEBS 2-17=-1221/839, 2-16— 758/1347, 3-16— 741/663, 5-14=-40/334, 5,13=-1218/821, ♦♦♦ O •'•�••E N 6-13= 629/1326, 6-11=-2414/1434, 8-11=-773/660, 9-11=-824/580; 1-17= 88011654 `�?.•�\G tS'�.•.•�i/ �� NOTES- No 39380._ 1) Unbalanced roof live loads have been considered for this design. 1k 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.1$ C-C Exterior(2) 0-1-12 to 18-9-8, Interior(1) 18-9-8 to 40-10-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. : • V 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. o_ E •' � 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 r C1 �41 fit between the bottom chord and any other members, with BCDL = 15.Opsf. i� �s . ; O j3 1 �.•• G�,�♦ 6) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof bearing surface. I �iAt S� • ° • • •' • � e% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1197 lb uplift at joint 18, 2236 lb uplift at ��II11N A' 0%�`,, joint 11 and 122 lb uplift at joint 20. 1 Thomas A. Alban[ PE No.39380 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. MiTek USA, Inc. FL Cent 66M 6904 Parke East Blvd. Tampa FL.33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not wt 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. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. ror general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 I Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340388 73195 S2 SPECIAL 12 1 Job Reference (optional). Chambers Truss, Fort Pierce, FL 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Mar 31 11:54:18 2016 Page 1 1 D:7QPecszFdotRumoewatl fLyMyl I-OncJOpoOgSR6NigGe6PVae? WxJmMIF31vyH93AzVRNJ 5-9-8 12-6-3 19-2-13 25.11-8 32-8-3 41-7-4 5-9-8 6-8-11 6-8-11 6-8-11 6-8-11 8-11-1 6x8 = Scale = 1:99.7 6x8 = 7x81vTT18HS i 3x4 = 6x8 = 7.00 12 3x4 = 3x6 I 3x5 = 3x6 = 3x4 II 5x12 = 2 3 q 5 P1 6 7 8 9 5x6 i 1 m m I Nn— Z120 i o I 1 N 18 22 17 23 16 15 24 14 25 13 12 26 11 27 10 5x6 3x5 = 3x6 = 3x4 = 3x5 = 6x10 = 3x4 11 3x4 = 3x6 = 5-9-8 12.6-3 19.2-13 I 25-11-8 32-83 47-7-4 5-9-8 6-8-17 6-8.11 6-8.11 6-8-11 8-11-1 Plate Offsets (X Y)-- (2.0-4-0 0-1-11 j 19.0-3-4 0-2-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.16 10-11 >660 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.37 10-11 >281 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) -0.06 20 n/a n/a BCDL 15.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.0714-16 >999 240 Weight: 385lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. 3-14,5-13,6-11,1-18: 2x4 SP M 30, 8-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-17, 2-16, 3-16, 3-14, 5-13, 6-13, 8-11, 9-11, OTHERS 2x8 SP 240OF 2.GE 1-18, 1-17 2 Rows at 1/3 pts 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1668/0-7-10, 11=2840/0-7-10, 20=-30/0-3-8 Max Harz 18=317(LC 4) Max Uphill 8=-1 179(LC 4), 11=-2195(LC 4), 20= 30(LC 1) Max Grav 1 8=2309(LC 9), 11=3643(LC 9), 20=109(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1258/705, 2-3= 1585/1020, 3-4=-1501/907, 4-5=-1501/907, 5121=-846/459, 6-21=846/459, 6-7= 258/335, 7-8=-258/335, 8-9= 258/335, 1-18=-?175/1189 BOT CHORD 18-22=-332/285, 17-22=-332/285, 17-23=-757/1094, 16-23= 757/1094, 15-16=-1020/1585, 15-24=-1020/1585, 14-24=-1020/1585, 14-25=-907/1501, 13-25=-I907/1501, ��, �1 WEBS 2173-923//65262-1 6=51796843-16=- 32/ 8b85-614=150/484,5-73=-1291/883, ��,,,��r... • q4eq',�� 6-13=-722/1417, 6-11=-2327/1414, 8-11= 755/645, 9-11=-636/4691 1-17= 746/1522 `�' .`�.'�\G N S'�.•.•�i/ �� i NOTES - No 39380.._�1 � � • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=O.lm C-C Exterior(2) 0-1-12 to 20-9-8, Interior(1) 20-9-8 to 40-10-4; Lumber DOL=1.60' plate grip DOL=1.60 -� 3) Provide adequate drainage to prevent water ponding. I E • • 14/ 4) All plates are MT20 plates unless otherwise indicated. .0`-0 •C(/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,�✓�S • O R 1 �. • G�=� fit between the bottom chord and any other members, with BCDL=15.Opsf. �j� S� •"• �� , 7) Bearing asurf ace. considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity J�t� N A� �%e, of In 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1179 lb uplift at joint 16, 2195 lb uplift at Thomas A. Alban) PE No.39380 joint 11 and 30 lb uplift at joint 20. I MiTek USA, Inc. FLCert 6634 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek0 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 applicablllty of design parameters and properly Incorporate this design Into the overall buiding 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 possible personal Injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340389 73195 T HIP 1 1 Job Reference (optional) chambers r rrrss, I -On 1'1eroe, FL fmw s aep zaz a rvurer; muusu ros, mc. i m i o 4v,v r.U.i I D:7QPecszFdotRumoewatlfLyMyl 1-tzAhc9p2RIZz?s PTCpwk7rYjgjAfUrLRBcOjcczVRN I 9-11.0 PD-12 Scale = 1:38.5 4x6 = Plate Offsets (X Y)- f2:0-3-1 0-0-101 f8:0-3-1 0-0-101 f l l:0-4-0 0-3-01 I LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) -0.02 11-12 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Vert(rL)-0.0711-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 10 n/a n/a BCDL 15.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.01 11 >999 240 Weight: 96lb FT=20% LUMBER- I BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 MITek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 SP No.3 2-6-0, Right 2x4 SP No.3 2-6-0 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1009/0-7-10, 10=1009/0-7-10 Max Harz 12— 33(LC 7) Max Upliftl 2=-1 127(LC 4), 10=-1127(LC 5) Max Grav 12=1442(LC 10), 10=1442(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 379/214, 4-5= 779/316, 5-6=-779/316, 6-7=-379/214 BOT CHORD 2-12= 116/340, 11-12=-91/324, 10-11=-115/340, 8-10=-115/340 WEBS 4-12=-1317/1004, 4-11=-245/494, 6-11= 245/494, 6-10=-1317/100 , NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60pkS A. A`e ve loads. 4) TTis truss has been his truss has been dddesigned fora alia load o20. psf onthe bottom chord in al re bottom l as where a ve load cth any ler irectangle 3-6-0 tall by 2-0-0 wide will ,��`..-- C•E•N •9 � fit between the bottom chord and any other members. �� .� : �,\ S'�•.•2, s� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift at joint 12 and 1127 lb uplift ar joint 10. No 39380.. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the ianalysis and design of this truss. -0 r�'�ss;4 N ALA `� sill I Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Harbor Ridge Lifestyle T8340390 73195 V4 VALLEY 4 1 Job Reference (optional) 2-0-0 7.00 12 3x4 i /.0 9u a .lap zu evi b mi I eK Inausrnes, Inc. 1 nu Mar Sl 7 1:b4:1S zui b rage i I D:7QPecszFdotRumoewatlfLyMy1I-IkQCRXsZV_3P UTj ERf_g HhiTuKW_Qi?13E_wlOzVRN E 3x6 = Scale = 1:8.7 I 2 T 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC2014lrP12007 (Matrix) I LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SIP No.3 REACTIONS. (lb/size) 1=161/4-0-0, 3=161/4-0-0 Max Upliftl= 142(LC 4), 3=-142(LC 4) Max Gravl=242(LC 9), 3=242(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=46ft Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi' fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 1 and 142 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the, analysis and design of this truss. u .,`OOPS No 3.9380. �t :``fir'-•" � E Z. rfe��t Thomas A. Alban) PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 4,2016 ® WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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. Addlllonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and proper) r damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle T6340391 73195 V8 VALLEY 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep 292015 MI I ex Industries, Inc. I nu Mar 31 11:b4:24 ZU16 rage 1 I D:7QPecszFdotRumoewatltLyMy11-Dx_afttBGI BF5dlQ?MWvgvFVmkrg985A1 ukUHgzVRN D 4-0-0 1 1 4-0-0 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 15.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=196/8-0-0, 3=196/8-0-0, 4=369/8-0-0 Max Upliftl=-206(LC 4), 3=-206(LC 4), 4=-226(LC'4) Max Gravl=314(LC 9), 3=314(LC 9), 4=505(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-375/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrei 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of v and 226 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in tt Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. L=3.Opsf; h=46ft Cat. II; Exp C; Encl., GCpi=0.18; with any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide will istanding 206 lb uplift at joint 1, 206 lb uplift at joint 3 �0 �PS• A • Abe �i♦ analysis and design of this truss. ,% i ' No 39380... •'.. e Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parametbrs and property 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 possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340392 73195 V12 GABLE 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5x8 MT18HS I I /.64u s Sep z9 zuiS Mi i ex industries, Inc. Thu Mar at ii:aaa a zv 16 rage r I D:7QPecszFdotRumoewatlfLyMyl 1-tzAhc9p2R171?sPTCpwk7rYj?j2VUttR8cOjcczV RNI 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) Na n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) Na Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n1a Na BCDL 15.0 Code FBC2014ITPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=286/12-0-0, 3=286/12-0-0, 4=629/12-0-0 Max Upliftl=-268(LC 4), 3=-268(LC 4), 4=-408(LC 4) Max Grav1=444(LC 9), 3=444(LC 9), 4=877(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 1-2=-251/161, 2-3=-251/161 WEBS 2-4=-614/390 Scale = 1:24.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 6 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,,1,�� S A. 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 �% �\P _ A4e fit between the bottom chord and any other members. %%.0 '• G E N S; •• '9 �i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 1, 268 lb uplift at joint 3 �� ,\ �'.• �i, and 408 lb uplift at joint 4. 0. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. NO 3 9 380. _:�� Ai Thomas A. Alban) PE ND.39380 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev. 1010312015 BEFORE USE. Design valid for use only wilh MITek® 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 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 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 truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T8340393 73195 V16 VALLEY 4 1 Job Reference o tional n en1C Dann 1 Chambers Truss, Fort Pierce, FL r.ovu s o P ca < io no,cn I ,u ,.,a..,, ...n., . I D:7QPecszFdotRumoewatlfLyMy1 I-L9k3pVggC3hgd7_fm W Rzf34ra7W XDJrbNGmG83zVRNH 16-0-0 8-0-0 4x4 = Scale = 1:30.7 3x4 G 8 1 7 6 3x4 2x3 11 1 2x3 I 2x3 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n1a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 16-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-510(L0 4), 8=-51 O(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=397(L;C 9), 6=789(LC 9), 8=789(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-258/232, 3-4= 258/232 WEBS 3-7= 286/93, 4-6=-647/519, 2-8=-647/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T(;DL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. { pp 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. %�Q`cJ A. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except Qt=lb) ,% �X G .......... • e9�!/ o 6=510, 8=510. �� •�. F•••• / i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 39380..�"`� E o s�0 N A� ��,% Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametbrs 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340394 73195 V20 GABLE 4 1 Job Reference (optional) Chambers Truss, Foil Pierce, FL I 7.640 s Sep 29 2015 Mi rek Industries, Inc. Thu Mar 31 11:5420 2016 Page 1 I D:7QPecszFdotRumoewatif LyMy1 I-L9k3pVggC3hgd?_fmW Rzf34v37Nj DHybNGmGB3zVRN H 10-0-0 1 10-0-0 Scale = 1:38.7 4x6 II 3x4 i 9 10 8 7 11 6 3x4 2x3 11 3x6 = i 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.64 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 75 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing I be Installed during truss erection, in accordance with Stabilizer 1 Installation guide. REACTIONS. All bearings 20-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7= 150(LC 4)i 9=-655(LC 4), 6=-655(LC 4) Max Grav All reactions 250 lb or less at joints) 1, 5 except 7=812(LC 9), 9=1033(LC 9), 6=1033(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shot n. TOP CHORD 2-3=-369/315, 3-4=-369/315 WEBS 3-7=-473/188, 2-9= 857/684, 4-6_ 857/684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf,bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 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=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except Qt=lb) 7=150, 9=655, 6=655. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the 'analysis and design of this truss. ,,,,I/1/11.11//I/�SI IPs A. ��,`•T , • G ENS Ro 39380. -0 • E . �,u •� .0 do •,��SS,��IN AI Edo%% Thomas A. Albanl PE No.39380 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown- and Is for an Individual building component, not a truss system. Before use, the building designer must verify 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Harbor Ridge Lifestyle Harbor T8340395 73195 V24 GABLE 2 1 Job (optional) Chambers I russ, hoa VIM% hL 4x5 11 I.— s Q.P ao < i o ,.,� � e,. �,,..�o,,,o�, ,,,,,, ,,,,, ,,,a, I D:7QPecszFdotRumoewatlfLyMy1 I-pMI ROrrizNphE9ZrKEyCCGd3sXg7yjJ kbwVggVzVRNG 24-0-0 Scale = 1:46.5 1 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 5 n/a n/a BCDL 15.0 Code FBC2014ITP12007 (Matrix) Weight: 94lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-131(LC 4), P=-131(LC 4), 9= 775(LC 4), 6=-775(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 1=335(LC 9), 5=335(LC 9), 7=753(LC 9), 9=1266(LC 9), 6=1266(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=415/377, 3-4=-415/377 WEBS 3-7=-391/98, 2-9=-993/790, 4-6=-993/790 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; CDL=3.Opsf; h=46fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. e�{{{{1111/�e 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrer t with any other live loads. ,� % S A. �.0� 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in II areas where a rectangle 3-6-0 tall by 2-0-0 wide will ee Ot�P '4(. B Ike, fit between the bottom chord and any other members, with BCDL = 15.Opsf. ,�� . •'�'� E N tS • • q �, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 1=131�v ; ' �,� �`'•• �/j 5=1 31, 9=775, 6=775. 1 i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 39 380... I 1 b 1 �v��.<OR�p•�G,,��• s S ' •.......• s � 'et is'411111 O Thomas A. Atbani PE No:39360 MfTek USA, Inc. FL Cert 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and propeity damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and taus systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Satety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle _ T8340396 73195 V28 GABLE 2 1 Job Reference (optional) Chambers l russ, Fort Pierce, FL 7.640 S Sep 29 2015 MI I ak mQusiTles, in, 1 nu rvial 31 1 :54.2 , 2016 rays i I D:7QPecszFdotRumoewatlfLyMy11-pM I ROrrizNphE9ZrKEyCCGd_W XogyickbwVggVzVRNG 14-0-0 28-0-0 14-" 14-0-0 Scale = 1:54.0 4x5 = 28-M Plate Offsets (X Y)— f7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 5 n/a n/a BCDL 15.0 Code FBC2014/rP12007 (Matrix) Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1=-200(LC 4), 5- 200(LC 4), 8=-944(LC 4), 6=-944(LC 4) Max Grav All reactions 250 lb or less at joints) except 1=474(LC 9), 5=474(LC 9), 7=606(LC 2), 8=1564(LC 9), 6=1564(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-482/455, 3-4=-482/455 WEBS 3-7=-303/0, 2-8=-1196/946, 4-6= 1196/948 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. Il; Exp C; Encl., GCpf=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads.A4e 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•.E .9 i� �,. C NS fit between the bottom chord and any other members, with BCDL=15.Opsf. �� ,� e. �j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 1, 200lb uplift at joint 5,.% 944 lb uplift at joint 8 and 944 lb uplift at joint 6. No 393 80.. =_�H 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. E �rtr � o i rr,I►�� Thomas A. Albani PE No.39380 MITek USA, inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. April 4,2016 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Indlvldual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord and properly Incorporate this design Into the overall members only. Additional temporary and permanent bracing M!Tek' Is always required for stabllity 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, seeANSI/TPI1 Civality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340397 73195 V32 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 7.640 s Sap 4e 6o,S .0" am in USU as, ,r-... ��.� a= I D:7QPecszFdotRumoewatlfLyMy11-HYsgEBsxkgxYsJ81 txTRIUAEkwAYh7sugaFNCxzV RNF 16-0.0 32-0-0 16-0-0 16-0-0 Scale = 1:61.0 4x6 I 16 21 15 14 lu 12 11 GG to 3X6 = I 3X6 = 32-0-0 32-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.24 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.01 9 n/a n/a BCDL 16.0 Code FBC2014/TP12007 (Matrix) Weight: 135 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 32-0-0. (lb) - Max Uplifts) II uplift 100 lb or less at joint(s) except 15=-745(LC 5), i 6=-590(LC 4), 11=-745(LC 4), 10=-590(LC Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 13=673(LC 2), 15=1328(LC 9), 16=950(LC 9), 11=1328(LC 9), 10=950(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sHown. TOP CHORD 4-18=-538/525, 5-18= 417/527, 5-19= 417/527, 6-19=-538/525 BOT CHORD 1-16= 186/268, 16-21= 186/268, 15-21=-186/268, 14-15=-186/268, 13-14= 186/268, 12-13= 186/268, 11-12=-186/268, 11-22=-186/268, 10-22— 186/268, 9-10= 186/268 WEBS 5-13=-353/0, 4-15=-980/783, 2-16= 771/616, 6-11=-980/783, 8-ld=-771/616 NOTES- �`'{{11111IJJ 1) Unbalanced roof live loads have been considered for this design. 10�1A cJ A �IO� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; °° �P A� C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 16-0-0, Exterior(2) 16-0-0 tot 31-0-0; Lumber DOL=1.60 plate grip DOL=1.60�� ........ E N S Bq ��.� 3) All plates are 2x3 MT20 unless otherwise indicated. �� °�,� �`'°.2j 10 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 3 9 3 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 = 15.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 745 lb uplift at joint 15, 590 lb uplift at join= 16, 745 lb uplift at joint 11 and 590 lb uplift at joint 10. E V e 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. .- ��'�,S Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify 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 MiTek' Is always required for st Ullty 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, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria,: VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle T6340398 73195 V36 GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Sep zv 2015 mi i ek n du ili s, nic. i -age I D:7QPecszFdotRumoewatlfLyMyl 1-HYsgEBsxkgxYsJB1 txTRIUAE4wAVh3BugaFNCr¢VRNF 36-" 18-0-0 Scale = 1:69.2 4x6 11 7,00 12 16 17 2x3 11 3x6 i 1 2x3 II 4 6 3x6 3 7 2x3^ I I \\ 83 11 15 18 1 9 3x4 i 3x4 14 19 13 12 11 20 10 2x3 11 5x6 = 2x3 11 5x6 = 2x3 1I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.24 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 9 n/a n/a BCDL 15.0 Code FBC2014/TPI2007 (Matrix) Weight: 156 lb FT = 20 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 36-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 13— 720(LC 5), 14=-725(LC 4), 11= 720(LC 4), 10=-725(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 1=297(LC 9), 12=673(LC 2), 13=1305(LC 9), 14=1199(LC 9), 11=1305(LC 9), 10=1199(LC 9), 9=297(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-287/175, 4-16=-598/585, 5-16=-527/597, 5-17=-527/597, 6-1=-598/585, 7-8=-287/175 BOT CHORD 1-14=-224/312, 14-19=-224/312, 13-19=-224/312, 12-13=-224/312, 11 12=-224/312, 11-20=-224/312, 10-20= 224/312, 9-10=-224/312 WEBS 5-12=-361/0, 4-13=-945/761, 2-14=-924/739, 6-11=-945/761, 8-10=-924/739 ,,��«,►►►►�►�BOJ NOTES o,%%O„pPs A. q`e,,��i 1) Unbalanced roof live loads have been considered for this design. ``�+�` 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpi=0.18; �� ?,•'�,�C' E N S'�C`'•�2/��y C-C Exterior(2) 0-6-8 to 15-6-8, Interior(1) 15-6-8 to 18-0-0, Exterior(2) 18-0-0 to;33-0-0; Lumber DOL=1.60 plate grip DOL=1.60 ` '•• i 3) Gable requires continuous bottom chord bearing. 1 NO 3938Q..___t___!� 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 witL fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except Qt=lb) E 13=720, 14=725, 11=720, 10=725. i t J - •1:/ 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. s• ,� N AX- Thomas A. Albani-PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 4.2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Indlvldual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and property incorporate this design Into the overall 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 possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Huatlty, Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Harbor Ridge Lifestyle - T8340399 73195 V38 GABLE 1 1 1 Job Reference (optional) Chambers truss, Fort Fierce, FL r.vy yas av 1u"." A 5',vve,.ee, ,,,.,. „v , n= j ID:7QPecszFdotRumoewatlfLyMy11-IkQCRXsZV_3PUTjERf_gHhiNuKWcQUc13E_wIOzVRNE 19-0-0 38-M 19-0-0 19-0-0 7.00 Ft2 3x5 5x6 II Scale = 1:79.3 3x5 11 3x6 — 3x4 I I 3x4 11 3x5 I I 3x4 11 3x6 = 38-M 38-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Doc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.01 9 n/a nJa BCDL 15.0 Code FBC2014/TP12007 (Matrix) Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 j WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 38-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1=-100(LC 4), 14--699(LC 5), 16= 81 O(LC 4), 12=-699(LC 4), 10= 810(LC 5), 9= 100(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 1=372(LC 9), 13=681(LC 2), 14=1267(LC 9), 16=1358(LC 9), 12=1267(LC 9), 10=1358(LC 9), 9=372(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-324/227, 3-4=-190/250, 4-18= 627/615, 5-18=-562/630, 5-19=i562/630, 6-19= 627/615, 6-7=-190/250, 7-8=-324/227 BOT CHORD 1-16=-242/332, 15-16=-242/332, 14-15=-242/332, 13-14=-242/332,,12-13=-242/332, 11 -1 2=-242/332, 10-11=-242/332, 9-10= 242/332 WEBS 5-13— 367/0, 4-14=-914/742, 2-16= 1023/819, 6-12— 914/742, 8-10L-1023/819 NOTES- ,,,%%J 111111111 i, 1) Unbalanced roof live loads have been considered for this design. `,�� , nPcJ A. qQ �I-'At 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=46ft; Cat. II; Exp C; Encl., GCpl=0.18; 0,� �0``,�.`;G ES S, •'��/�♦e♦ C-C Exterjor(2) 0-6-8 to 15-6-8, interior(1) 15-6-8 to 19-0-0, Exterior(2) 19-0-0 to 34-0-0; Lumber DOL=1.60 plate grip DOL=1.60 �C`••,� 3) Gable requires continuous bottom chord bearing. i 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. No 39380.. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in alli areas where a rectangle 3-6-0 tall by 2-0-0 wide wild fit between the bottom chord and any other members, with BCDL=15.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 1, 699 lb uplift at joint =1_ e 810 ib uplift at joint 16, 699 ib uplift at joint 12, 810 ib uplift at joint 10 and 100 ib uplift at joint 9. ' • I� , 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V ; — ., • f(v`r Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 4,2016 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO 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 applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord only. Additional temporary and permanent bracing MiTek building prevent members Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/Idr For 4 x 2 orientation, locate plates 0-1ha' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 -width-measured-perpendicular- - to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 8 7 6 5 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: -ESR=1-31-1, ESR=1-3521--ESR1988- — -- ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek 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 copies 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 ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the - responsibility ofiruss fabricator. Generar practice is to camber for dead load deflection. 11. Plate type, size, 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 otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not out or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.