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Home My WebLink AboutTRUSSumber design values are In accordance with ANSI/TPI 1 section 6.3 hese truss designs rely on lumber values established by others. r. MiTek` RE: 1388975-COLLINS-BRITTON - Site Information: Customer Info: COLLINS BLDRS Pr( Lot/Block: Address: 434 SE NARANJA AVENU City: POR SAINT LUCIE Name Address and License # of Stru Name: Address: City: MiTek USA, Inc. 6904 Parke East Blvd. ect Name: BRITTON Model: Tampa, FL 33610-4115 Subdivision: State: FL tural Engineer 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 50 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby, certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# Truss Name I Date 1 1 T13546176 1 A01 3/20/18 118 1 T13546193 1 CJ1 3/20/18 12 1 T135461771 A02 1 3/20/18 119 1 T13546194 1 CJ2 1 3/20/18 13 1 T13546178 1 A03 1 3/20/18 120 1 T13546195 1 CJ3' 1 3/20/18 14 1 T13546179 1 A04 1 3/20/18 1211 1 T13546196 1 CJ5 1 3/20/18 1 5 T13546180 1 A05 3/20/18 22 1 T13546197 1 CJ51 3/20/18 6 T13546181 A06 3/20/18 1231 T13546198 1 DO 3/20/18 7 T13546182 1 A07 3/20/18 1241 T13546199 D02 3/20/18 18 1 T13546183 1 BO1 1 3/20/18 1251 1 T1 3546200 1 D03 1 3/20/18 1 19 1 T1 3546184 1 B02 1 3/20/18 1261 1 T13546201 1 D04 1 3/20/18 1 110 1 T13546185 1 B03 1 3/20/18 1271 1 T13546202 1 E01 1 3/20/18 1 111 I T1 3546186 1 B04 1 3/20/18 1281 1 T1 3546203 1 E02 1 3/20/18 1 112 1 T1 3546187 1 B05 1 3/20/18 129 I I T1 3546204 1 E03 1 3/20/18 1 113 1 T13546188 1 B06 1 3/20/18 1301 1 T13546205 1 E04 1 3/20/18 1 114 1 T135461891 B07 1 3/20/18 131 1 I T13546206 J EJ2 1 3/20/18 1 115 1 T13546190 1 CO 1 3/20/18 132 I 1 T1 3546207 1 EJ3 1 3/20/18H 116 1 T13546191 1 CO2 1 3/20/18 133 I 1 T13546208 1 EJ4 3/20/18 1.17 1 1 T13546192 1 T13546192 1 CO3 1 CO3 1 3/201.17 3/20/1813411T13546209 EJ713/20/18 1 M The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and designlcodes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account inithe preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly iricorporate these designs into the overall building desig per ANSI/TPI 1, Chaan�er 2. �euxw&�& He fo v ER IP 1 F7 E IV �� :• 839 � 7� i • y r : 3 STATE OF - 44/ � 6 4aa t/ Sri FL 33610 Date: March 20,2018 Finn, Walter 1 of 2 W RE: 1388975-COLLINS-BRITTO Site Information: Customer Info: COLLINS BLDRS Project Name: BRITTON Model: Lot/Block: Subdivision: Address: 434 SE NARANJA AVENUE City: POR SAINT LUCIE I State: FL No. Seal# I Truss Name I Datg 35 1 T13546210 1 EJ21 3/20/18 136 1 T13546211 1 EJ71 3/20/18 137 1 T13546212 1 FG1 3/20/18 138 1 T13546213 1 GO 1 3/20/i18 139 1 T13546214 1 G02 13/20/18 140 1 T13546215 1 HJ3 3/20/18 1 141 1 T13546216 1 HA 3/20/18 142 1 T13546217 1 HJ7 3/20/18 143 1 T13546218 1 HJ41 3/20/18 44 1 T13546219 1 V01 3/20/ ,8 15 I T13546220 1 V02 3/20/18 146 1 T13546221 1 V03 3/20/1,8 147 1 T13546222 1 VO4 1.3/20/1,8 148 I T13546223 1 V05 1 3/20/18 149 1 T13546224 1 V06 1 3/20/18 150 I T13546225 1 V07 1 3/20/18 X 2of2 Job Truss Truss only Ply Type T13546176 1388975-COLLINS-BRIT-,N A01 Roof Special 1 1 Job Reference (optional) timaers rustooutce, run rtece, rL �YU• U -2-0-0 � 4-6-6 8-5-0 3-10-10 7-4-13 I I I I 5.001I'12 6 :4e % 28 I 5 3 27 2x4 11 2 1( d 31 STP= 24 4x6 = 2x4 11 8-5-0 11 20 �015x8 STP = 23 22 4x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0,0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 19 4x6 = I D:9_w_PUZZHYi kj E2?TMGw4KzW FTs-UBJjyE3GEKrlg_ 27-2-3 30-10-6 , 36-7-5 5-8-3 3-8-3 5-8-15 5x6 = 7 8 29 5x8 9 10 11 1 16 3x8 = 8 17 Sx8 = 15 14 6x8 = 2x4 11 27-2-3 30-10-631,0-2 36-7-5 CSI. DEFL. in (loc) I/defl Ud TC 0.85 Vert(LL) 0.0618-19 >999 240 BC 0.36 Vert(CT) -0.0819-20 >999 180 WB 0.41 Horz(CT) 0.02 15 n/a n/a Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-23: 2x4 SP No.3, 9-15: 2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. All bearings 0-7-10 except (jt=length) 2=0-8-0, 15=0-3-8. (lb) - Max Harz 2=201(LC 12) Scale = 1:83.6 30 0 12 2x4 II CD 13 Iv 6 ST1.5x8 — 4x6 = 0 1 PLATES GRIP MT20 244/190 Weight: 244 lb FT = 20% Structural wood sheathing directly applied or 5-2-10 oc puffins. Structural wood sheathing directly applied or 6-0-0 oc bracing. Except: 7-10-0 oc bracing: 21-23 1 Row at midpt 5-19 Max Uplift All uplift 100 lb or less at joint(s) except 2=-418(LC 8), 15=-505(LC 13), 12=-337(LC 13), 20=-557(1_0 12) Max Grav All reactions 250 lb or less at joints) exc pt 2=475(LC 23), 15=1400(LC 1), 12=559(LC 24), 20=1256(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less lept when shown. TOP CHORD 2-3=-460/750, 3-4= 192/336, 4-5=-2891321, 5-6=-10p8/1286, 6-7_ 805/1138, 7-8=-801/1166, 8-9= 683/1001, 9-11=-35/396, 11-17j=540/770 BOT CHORD 2-24=-894/323, 23-24=-894/323, 21-23=-454/227, 4-?1=-507/115, 20-21=-78/473, 19-20= 83/655, 18-19= 636/944, 17-18_ 362/595, 16-17= 293/467, 15-16=-1097/1052, 9-16=-1059/1058, 14-15=-377/427, 12-14=-377/427 WEBS 3-23= 3517733, 7-18=-309/323, 6-19=-85/310, 11-15iL-607/642, 11-14=0/262, 4-20=-17/316, 5-20=-1054/1384, 5-19— 1229/1041, 8I 18=-7/252, 8-17=-410/541, 9-17=-955/1010, 6-18= 365/575 X NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; T GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, cantilever left and right exposed ; porch left exposed;C-C for memb DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 1 5) • This truss has been designed for a live load of 20.Opsf on the bott will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate joint 15, 337 Ito uplift at joint 12 and 557 lb uplift at joint 20. 4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., erior(2) 4-0-0 to 21-6-0, Comer(3) 21-6-0 to 27-6-0 zone; and forces & MWFRS for reactions shown; Lumber ;oncurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide cable of withstanding 418 lb uplift at joint 2, 505 lb uplift at �00'iER ,P �� 1410 40 No 22839 A = q F Cci f111111 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED i MITEKREFERANCE PAGE Ulf-7473 rev. 1010312015 BEFORE USE, -- Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must 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'land/or chord members only. Additional temporary and permanent bracing MiTeW prevent 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, 4eeANSI/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 cty Piy T13546177 1388975-COLLINS-BRIT-N A02 Roof SPecial 1 1 I Job Reference (optional) t5uuuer5 r-usroource, roll nece, rL 0-0- ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-QW RUNv5W Ix5ovlXKnKyEOf58z9Y4Rw77ehvvaW zz36v -2.0.0 4-6-6 8-5-0 11-10-6 15-B-1 1 8- 21-6-0 27-10-6 32-2-1 37.0-0 39-3-0 43-0-0 45.0.0 2-0-0 4-6-6 3-10-10 3.5.6 3-9i11 -0- 4-9-13 6.4.6 4-3-11 4-9-15 2.3-0 3-9.0 32 2x4 I I 2 ai 1 STP = 4X6 = SX6 3 5x6 = 5.o0 12 9 34 4x6 3x6 3x6 8 33 3x6::::1- 74x6 i 6 4 g26 25 .%8 STP = 37 3x6 = 4x6 = 29 28 2x4 I I 06 = 6x8 = 23 22 4x6 = 3x8 = 5x8 10 SX12 = 20 5X8 3x4 11 Scale = 1:83.8 3X6 12 6x8 35 13 0 14 2x4 II CO 1836 Iv 0 18 17 16 ST1.5x8 S' 7x10 = 46 = 2x4 11 5x8 = Plate Offsets (X Y)-- r1:0-2-2 0-1-0) r3:0-3-0 0-3-Oj f11:0-4-0 0-3'Oj f14:0-2-13 Edge) fl5:0-2-2 0-1-0j f18:0-5-0 0-4-12j f26:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.08 16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.15 21-22 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(CT) 0.04 14 rt/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 259 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc puffins. 9-11: 2x4 SP No.1, 11-15: 2x4 SP M 31 BOT CHORD Structural wood sheathing directly applied or 4-7-8 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 4-28,10-20: 2x4 SP No.3, 11-18: 2x8 SP 240OF 2.0E 14-18: 2x6 SP No.2 , WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 2=0-8-0, 18=0'-4-3. (lb) - Max Harz 2=227(LC 8) Max Uplift All uplift 100 Ib or less at joints) except 2=-390(LC 8), 18= 537(LC 13), 14=-536(LC 9), 26=-594(LC 12) Max Grav All reactions 250 lb or less at joint(s) exce t 2=433(LC 23), 18=1819(LC 1), 14=1372(LC 24), 26=1332(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-376/662, 3-4= 122/331, 4-5=-6B9/700, 5-6=-653/689, 6-8- 1324/1457, 8-9=-958/1193, 9-10=-971/1193, 10-11= 974/1155, 1-12=0/413, 12-13=-854/1761, 13-14=-1803/3177 ttli t t t t ttltl,., 80T CHORD 25-26=8580/103434/222, 824-25-497/621, 6-24-475/6364 3724=6257/8743/208, 622 23 -775/1188, ��.-27=-370/581,�``QV�EF:. /N��"� 21-22=-648/905, 10-21=-301 /489, 18-19= 1220/1161,I 11-19=-960/901, 17-18- 1024/650, ,� v ••. C, E N S Y .- Y 16-17=-2401/1473, 14-16=-2401/1473 �••'. WEBS 3-28=-321/707, 9-22=-293/405, 19-21=-640/858, 11-21=-1353/1490, 3-29=-252/190, .: • NO 22839 •• 12-17=-845/602, 12-18=-1081/1636, 10-22=-187/465, 8-22=-447/648, 4-26=-269/590, 5-26= 1190/1304, 5-25=-1283/1199, 6-23- 594/328, 1I3-17= 962/1591 * % NOTES- 1) Unbalanced roof live loads have been considered for this design. I s -P T E OF �' 44/ • 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., 1. 0 •.� �, '<(/�� GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 i T Q Q:• N�� 3) C-C wind load user defined. Ioncurrent �i�` s R 1 • `C? �� 5) TTlhis truss as been designed fos truss has been designed for ar a lie load of 20.Opsf on 10.0 psf bottom chord l the bottove load m chord in II aireas where ath any other lrectangle 3-6-0 tall by 2-0-0 wide ve loads. ,��iS40111111111, �N 11 t �,```�, will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 2, 537 lb uplift at Walter P. Finn PE;No.22839 joint 18, 536 lb uplift at joint 14 and 594 lb uplift at joint 26. �" MITek USA, Inc. FL Cert 6634 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, p 9, 20, 21, 22, 23, 24, 25, 26 has/have been modified. 6904 Parke East Blvd. Tampa FL 33610 Building designer must review loads to vedfy that they are correct for the Intended use of this truss. Date: 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 20,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED I MITEK REFERANCE PAGE MO-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only uponlparameters 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 weband/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 Buifding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312i Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q1ry Ply 4R T13546177 1388975-COLLINS-BRIT-N A02 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase Uniform Loads (pit) Vert: 1-9=-60, 9-35=-60, 35-36-270(F-210), 15-36=-60, 2- 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Irtc Uniform Loads (pit) Vert: 1-9=-50, 9-35-50, 35-36- 241(F=-191), 15-36=-50, �• 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.z5; Uniform Loads (plf) Vert: 1-9=-20, 9-35=-20, 35-36=-192(F=-173), 15-36= 20, 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60 Uniform Loads (pit) Vert: 1-2=152, 2-32=131, 9-32=80, 9-34=1311 34-35=8011I4 19-20-10, 14-18=-10 Harz: 1-2=-160, 2-32=-140, 9-32=-88, 9-34=140, 14-34=8 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1 % Uniform Loads (plf) Vert: 1-2=68, 2-33=80, 9-33=131, 9-35=80, 13-35=464(F= I 19-20= 10, 14-18-10 Harz: 1-2= 77, 2-33= 88, 9-33= 140, 9-13=88, 13-14=140, 1 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=l. C Uniform Loads (pit) Vert: 1-2=1, 2-9-51, 9-35=-51, 14-35=-243(F-193), 14-3E Horz: 1-2� 19, 2-9=31, 9-14=-31, 14-15-19, 27-28=-58 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.6C Uniform Loads (pit) Vert: 1-2-39, 2-9=-51, 9-35= 51, 14-35=-243(F= 193), 14-C Horz: 1-2=19, 2-9=31, 9-14=-31, 14-15=19, 27-28=-58 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=l. Uniform Loads (plf) Vert: 1-2=59, 2-9=32, 9-35=33, 14-35=88(F=55), 14-36=76{ Horz: 1-2=-67, 2-9=-41, 9-14=41, 14-15=30, 27-28-76 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=l Uniform Loads (plf) Vert: 1-2=22, 2-9=33, 9-35=32, 14-35=87(F=55), 14-36=114 Horz: 1-2=-30, 2-9=-41, 9-14=41, 14-15=67, 27-28=-76 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=l Uniform Loads (plf) Vert: 1-2=9, 2-9=-2, 9-35-2, 14-35=-158(F=-157), 14-36 Horz: 1-2-29, 2-9-18, 9-14=18, 14-15=30, 27-28-76 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber IncreaseJ_, Uniform Loads (plf) Vert: 1-2=10, 2-9=-2, 9-35=-2, 14-35=-159(F=-157), 14-36: Horz: 1-2=-30, 2-9=-18, 9-14=18, 14-15=29, 27-28=-76 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Incrr Uniform Loads (pit) Vert: 1-2=36, 2-9=47, 9-35=27, 14-35=37(F=10), 14-36=2'. Horz: 1-2= 44, 2-9=-56, 9-14=35, 14-15=24 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Inci Uniform Loads (plf) Vert: 1-2=15, 2-9=27, 9-35=47, 14-35=57(F=10), 14-36=4( 14-18=-10 Horz: 1-2-24, 2-9=-35, 9-14=56, 14-15=44 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Inca Uniform Loads (pit) Vert: 1-2=36, 2-9=47, 9-35=27, 14-35=37(F=10), 14-36=21 14-18=-10 Horz: 1-2= 44, 2-9=-56, 9-14=35, 14-15=24 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Inca Uniform Loads (pit) Vert: 1-2=15, 2-9=27, 9-35=47, 14-35=57(F=10), 14-36=4( 14-18=-10 Horz: 1-2=-24, 2-9=-35, 9-14=56, 14-15=44 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Incr Uniform Loads (pit) Vert: 1-2=24, 2-9=13, 9-35=-8, 14-35-164(F=-157), 14-3E 19-20= 20, 14-18= 20 Horz: 1-2-44, 2-9=-33, 9-14=12, 14-15=24 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Inc Uniform Loads (plf) Vert: 1-2=4, 2-9=-8, 9-35=13, 14-35=-144(F-157), 14-36= 19-20=-20, 14-18-20 Horz: 1-2=-24, 2-9=-12, 9-14=33, 14-15=44 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-9=20, 9-35=-20, 35-36=-155(F=-135), 15-36= 20, ; .25 8.210 s t-en 12 2018 Mi I eK industries, Inc. I ue mar zu 11:1 J:bb zul a rage z I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-QW RUNv5W lx50vlXKnKyEOf58z9Y4Rw77ehvvaWzZ36v 25-27=-20, 21-24=-20, 19-20=-20, 14-18=-20 25 28=-20, 25-27=-20, 21-24=-20, 19-20-20, 14-18=-20 Plate Increase=1.25 8=40, 25-27-40, 21-24=-40, 19-20= 40, 14-18=-40 Plate Increase=1.60 14-36=452(F=384), 15-36=68, 2-37=41, 28-37=61, 26-27=61, 25-26=-10, 21-24=-10, 14-15=77, 27-28=-186 , Plate Increase=1.60 13-14=515(F=384), 14-36=535(F=384), 15-36=152, 2-28=61, 26-27=61, 25-26-10, 21-24-10, 4-15-160, 27-28=-186 Plate Increase=1.60 193), 15-36=29, 2-28=-7, 26-27=-7, 25-26=-20, 21-24=-20, 19-20=-20, 14-18=-20 Plate Increase=1.60 5=-193(F=-193), 15-36=-1, 2-28= 7, 26-27= 7, 25-26= 20, 21-24-20, 19-20=-20, 14-18= 20 ), Plate Increase=1.60 =55), 15-36=22, 2-28=28, 26-27=28, 25-26=-10, 21-24=-10, 19-20= 10, 14-18=-10 60, Plate Increase=1.60 (F=55), 15-36=59, 2-28=28, 26-27=28, 25-26= 10, 21-24=-10, 19-20=-10, 14-18= 10 60, Plate Increase=1.60 147(F= 157), 15-36=10, 2-28=18, 26-27=18, 25-26-20, 21-24-20, 19-20=-20, 14-18=-20 1.60, Plate Increase=1.60 57), 15-36=9, 2-28=18, 26-27=18, 25-26=-20, 21-24=-20, 19-20=-20, 14-18=-20 :1.60, Plate Increase=1.60 0), 15-36=15, 2-28=-10, 25-27-10, 21-24-10, 19-20= 10, 14-18=-10 =1.60, Plate Increase=1.60 0), 15-36=36, 2-28= 10, 25-27=-10, 21-24=-10, 19-20=-10, .60, Plate Increase=1.60 0), 15-36=15, 2-28=-10, 25-27-10, 21-24=-10, 19-20=-10, .60, Plate Increase=1.60 0), 15-36=36, 2-28-10, 25-27=-10, 21-24= 10, 19-20=-10, .60, Plate Increase=1.60 153(F=-157), 15-36-_4, 2-28-20, 25-27-20, 21-24=-20, .60, Plate Increase=1.60 57), 15-36=24, 2-28=-20, 25-27=-20, 2124=-20, 25-27=-20, 21-24=-20, 19-20=-20, 14-18=-20 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upoiiir parameters shown, and Is for an Individual binding component, not a truss system. Before use, the building designer must verity the applicability of building design. Bracing Indicated Is to prevent buckling of Individual truss web design parameters and properly Incorporate flits design Into the overall and/or chord members only. Additional temporary and permanent bracing Mii'ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlon, storage, delivery, erection and bracing of trusses and truss systems), seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31;2, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 1; P' T13546177 1388975-COLLINS-BRIT-N A02 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) L Uniform Loads (plf) Vert: 12=-28, 2-9=-37, 9-35=-36, 14-35=-244(F=-207), 14 Horz: 1-2=-22, 2-9= 13, 9-14=14, 14-15=22, 27-28=-57 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) F Uniform Loads (plf) Vert: 1-2=-28, 2-9= 36, 9-35= 37, 14-35=-244(F- 207), 1 Harz: 1-2=-22, 2-9= 14, 9-14=13, 14-15=22, 27-28=-57 21) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Uniform Loads (pit) Vert: 1-2=-17, 2-9=-25, 9-35=-41, 14-35=-248(F=-207), 1I Horz: 1-2=-33, 2-9= 25, 9-14=9, 14-15=18 '22) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2 Uniform Loads (plf) Vert: 1-2= 32, 2-9=-41, 9-35=-25, 14-35= 233(F- 207), 1 Horz: 1-2= 18, 2-9=-9, 9-14=25, 14-15=33 -23) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Uniform Loads (pit) Vert: 1-9=-60, 9-35=-20, 35-36= 230(F= 210), 15-36=-20 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Uniform Loads (plo Vert: 1-9=-20, 9-35=-60, 35-36= 270(F=-210), 15-36_ 60,i 25) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Uniform Loads (plf) Vert: 1-9= 50, 9-35=-20, 35-36=-211(F= 191), 15-36=-20, 26) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, I? Uniform Loads (plf) Vert: 1-9=-20, 9-35=-50, 35-36=-241(F= 191), 15-36=-50, 8.21 d s Feb 12 2018 IVII I eK Industries, Inc. I us Mai cv I I. I o.av cv 18 rage . ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-QW RUNv5W Ix5ovlXKnKyE0f58z9Y4Rw77ehvvaW zZ36v Lumber Increase=1.60, Plate Increase=1.60 15-36=-28, 2-26=9, 26-27=9, 25-26- 20, 21-24=-20, 19-20=-20, 14-18=-20 Lumber Increase=1.60, Plate Increase=1.60 15-36=-28, 2-28=9, 26-27=9, 25-26=-20, 21-24=-20, 19-20=-20, 14-18= 20 Parallel): Lumber Increase=1.60, Plate Increase=1.60 (F= 207), 15-36= 32, 2-28=-20, 25-27=-20, 21-24=-20, 19-20=-20, 14-18=-20 Parallel): Lumber Increase=1.60, Plate Increase=1.60 15-36=-17, 2-28= 20, 25-27=-20, 21-24=-20, 19-20=-20, 14-18=-20 Increase=1.25 2-28=-20, 25-27= 20, 21-24= 20, 19-20=-20, 14-18= 20 Increase=1.25 2-28=-20, 25-27= 20, 21-24=-20, 19-20=-20, 14-18=-20 late Increase=1.25 2-28= 20, 25-27=-20, 21-24=-20, 19-20=-20, 14-18=-20 late Increase=1.25 25-27= 20, 21-24= 20, 19-20= 20, 14-18=-20 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312016 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 verity the applicability of1design 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 Mig ew Is always required for stabllity and to prevent collapse with possible personal Idjury and property damage. For general guidance regarding the fabrlcatlom storage, delivery, erection and bracing of Trusses and truss sysfemseeANSI/iPl 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 i O>y Ply k 1 T13546178 1388975-COLLINS-BRIT--N A03 Roof Special 4 1 Job Reference (optional) o l.— 6 I..,A••,.A.;.... In,. T„n r.A 7n 11.17•57 7018 Done 1 ttuuoersFirstaource, Pon Piece, FL34e45 o.c�vs cv„ W.,a ,,, "Q,,,o „ ,., , y- I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-vj?sbF68W FDtXS6XL2TTZteJsZvcAOCGtLfS6zzZ36u 2 o-0 4 6-s &5.0 11-10-6 1111-13 21-6-0 27-2-3 27rt Q-6 30-10-s 36.7-5 43-o-0 , a8-0-o 0-0 &�0-10 3-5-6.3-11.7 S&3 5-8-3B- 3-0-0 5-8-15 6-411 2-0-0 Scale = 1:83.6 5x6 = 9 8 10 4x6 -- 36 37 5x8 6 7 11 4x6 I 5 12 4 1 20 13 3 25 24 23 22 18 38 0 35 �28 27 4 6 = 3x8 = 3x4 II 19 3x8 cb Cl) 14 2x4 II + 2x4 11 2 .!r8STP= 15 Iy 1 3x4 II 0 8 STP = 39 30 4x6 = 32 31 3x8 = 17 16 ST1.5x8 0 4x6 = 2x4 II 4x6 = 6x8 = 2x4 11 4x6 = 6x8 = 31-0-2 8-5-0 9.0 11-10-6 27-2-3 27.1 30-10.6 36-7-5 43-0-0 B-5-0 7 2-10-6 15-3-13 3-0.0 0-1 12 5-7-3 6.4-11 Plate Offsets (X Y)-- I1'0-2-2 0-1-01 I15:0-2-2 0-1-01 (28:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 OSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 l C 0.86 Vert(LL) 0.08 23-25 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BiC 0.78 Vert(CT) -0.12 23-25 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. 4-31,19-21: 2x4 SP No.3, 11-17: 2x8 SP 240OF 2.0E Except: WEBS 2x4 SP No.3 8-0-0 oc bracing: 29-31 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except at=length) 2=0-8-0, 17=0- -8. (lb) - Max Horz 2=201(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 2=i414(LC 8), 17=-487(LC 13), 14=-348(LC 13), 28=-581(LC 12) Max Grav j II reactions 250 lb or less at joint(s) except 2=433(LC 23), 17=1382(LC 1), 14=561(LC 24), 28=1321(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 364/675, 3-4=-102/332, 4-5=-562/701, 5-6=-623 05, 6-8= 1276/1484, 8-9= 901/1176, 9-10=-900/1203, 10-11=-866/1181, 11-13=-43/450, 13-14=-544/821 BOT CHORD 2-32=-843/227, 31-32= 843/227, 29-31= 439/207, 4-29=-449/230, 28-29=-357/525, 27-28=-576/991, 26-27= 487/582, 6-26=-466/598, 25- 6=-293/836, 23-25= 801/1145, _ 22-23=-540/763, 21-22_ 364/486, 20-21— 268/366, 17-18=-1080/1011, 18-20=-1019/998, 11-20= 997/971, 16-17= 424/431, 14-16— 424/431 ,,�Ii C 1 if,eSl P P. WEBS 3-31=-329/712, 9-23=-323/379, 3-32=-253/187, 13-17- 606/638 13-16=0/263, ,��® jeR • • • 8-23=-452/678, 6-25=-531/322, 4-28=-281/591, 5-28=-1165/1242, 5-27=-1214/1171, ,O� `p.� • .. ,� V �(, E IM 11-22=-1072/1182 •. �••'. 1 10-23=-96/387, 10-22= 317/440, i a No 22839 o NOTES- 1) Unbalanced roof live loads have been considered for this design. h=15ft; Cat. 11; Exp C; Encl., . * 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; C-C Comer(3) to 4-0-0, Extedor(2) 4-0-0 to 21-6-0, Corner(3) 21-6-0 to 27-6-0 zone; GCpi=0.18; MWFRS (envelope) and -2-0-0 cantilever left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber �i DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 0 •. �ioT� ° ° O • R , r° 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide oj� s •a; ° •, ° °. •' V e� I�� O AI— will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 2, 487 lb uplift at Walter P. Finn PE No.22839 joint 17, 348 lb uplift at joint 14 and 581 lb uplift at joint 28. Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd'. Tampa FL 33610 Date: Ma rch 90 901 F ® 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 MI connectors. This design Is based only upc n parameters shown, and Is for an Individual building component• not a truss system. Before use, the bullding designer must verify the applicabBity 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 Is always required for stability and to prevent collapse with possible personal Ir?Iury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/TPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. �' MiTek7 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type i Ply, Ply T13546179 1388975-COLLINS-BRIT-N A04 Roof Special 1 1 Job Reference o tional T•.. AA... ,'fll il•i l•Gn .JniG Donn1 buitaers mrsiz ource, rurL rieUe, rL 0Ye4."S 4x6 i 4x6 i 7 4 3 5.00 37 2x4 11 2 � W30 29 ar 1 xB STP = 6 39 32 4x6 = x8 STP = 34 33 4x6 = 2x4 I I 4x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-r57cOx702sTamlGvTTVxeijflNa2eJkZKe8ZArzZ36s 21.11-15 0-5-15 5x6 = 5x6 = 9 10 27 26 2524 23 19 4x6 = 203x8 3x4 1 I 3x4 11 18 3x8 = 6x8 = 31-0-2 DEFL. in (loc) Well Ud 0.87 Vert(LL) 0.07 25-27 >999 240 0.78 Vert(CT) -0.13 25-27 >999 180 0.45 Horz(CT) 0.04 15 n/a n/a 13 Scale = 1:88.5 14 � 15 2x4 I I Ch 9 771 6 Io t7 ST1.Sx8 — 2x4 1I 4x6 = PLATES GRIP MT20 2441190 Weight: 252 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. 4-33,20-22: 2x4 SP No.3, 12-18: 2x8 SP 240OF 2.0E Except: WEBS 2x4 SP No.3 8-1-0 oc bracing: 31-33 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except at=length) 2=0-8-0, 18=0- -8. (lb) - Max Harz 2=197(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2-414(LC 8), 18=-483(LC 13), 15=-348(LC 13), 30=-576(LC 12) Max Grav All reactions 250 lb or less at joint(s) excel t 2=432(LC 23), 18=1379(LC 1), 15=560(LC 24), 30=1323(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex ept when shown. TOP CHORD 2-3— 365/841, 3-4=-103/329, 4-5=-616/702, 5-7=-62 662, 7-8=-1278/1130, 8-9= 916/937, 10-11= 914/936, 11-12=-866/955, 12- 4=-49/482, 14-15=-542/852, 9-10=-799/948 BQ7 CHORD 2-34= 864/224, 33-34=-864/224, 31-33= 445/207, 4- 1— 446/230, 30-31=-358/478, 29-30=-578/950, 28-29=-489/537, 7-28=-470/550, 27.28=-245/840, 25-27=-419/1145, 24-25=-78/789, 23-24�257/759, 22-23= 342/408, 211122=-253/314, 18-19= 1076/804, 19-21=-1016/798, 12-21 _ 993l778, 17-18— 452/431, 15-17= 452/431 WEBS 3-33=-328l715, 14-18=-606/638, 14-17=0/262, 8-25=1i440/425, 7-27=-376/318, I 4-30=-283/602, 5-30= 1166/1087, 5-29=-1080/1176, 11-23=-3181304, 12-23_ 669/1156 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 GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, - porch left exposed;C-C for members and forces & MW FRS for rea 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load i 6) " This truss has been designed for a live load of 20.Opsf on the bott Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate joint 18, 348 lb uplift at joint 15 and 576 lb uplift at joint 30. .2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., x(2) 4-0-0 to 45-0-0 zone; cantilever left and right exposed shown; Lumber DOL=1.60 plate grip DOL=1.60 concurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide )able of withstanding 414 lb uplift at joint 2, 483 lb uplift at e00 JeR ,Pops '!-- .` `.. G'E (V • No 22839 r � s e /yam 3 6::507F Walter P, Finn PE No.22839 MiTek USA, Inc. K Urt 6634 6904-Par1 Easf Blvd. Tampa FL 33610 Date: March 20.2018 I A WARNING- Verity 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 applicabillty 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. Addlifonal temporary and permanent bracing p� ek' IYi1 Yy 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 Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Q�y Ply i i T13546180 1388975-COLLINS-BRIT-N A05 Roof Special 1 1 Job Reference (optional) bunaers rirsraource, r01L riece, ru o4aqo 2-0-0 ' 4-6-6 5x6 = 5.00 12 7 3x6 � 5x8 4x6 i 6 5x6 4 5 3 21 2x4 II p 3i �24 23 5x8 = STP = 3x6 = � 1 33 26 4x6 = . x8 STP = 28 27 4x6 = 2x4 11 3x6 = 4x6 = 6x8 = 8.5.0 9.0-0 11-10-6 23-11-15 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/1-P12014 0:9_w_PUZZHYikjE2?TMGw4; zW FTs-nUENQd9faTjl?3QIauXPjjo_ZAEF5CWsoydgFkzZ36q 3-11-151 27.10-6 30-10-6 36-7-5 i 43-0.0 � 45-0-0 � 2-5� 3-10-7 3-8 Scale = 1:87.0 5x8 = 8 5x8 9 3x6 10 3x6 11 19 20 3x8 32 0 1 m 5x6 = 17 3x4 1: 12 2x4 II m ' 3x411 13 Io 3X8 = 15 14 ST1.5x8 = 6x8 = 2x4 11 4x6 = 31-0-2 DEFL. in (loc) I/dell Ud PLATES GRIP 0.95 Vert(LL) -0.11 21-22 >999 240 MT20 244/190 0.93 Vert(CT) -0.25 21-22 >999 180 0.49 Horz(CT) -0.04 24 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 4-27,17-19: 2x4 SP No.3, 9-15: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP 1\10.3 REACTIONS. All bearings 0-7-10 except at=length) 2=0-8-0, 15=0- -8. (lb) - Max Harz 2=180(LC 12) Weight: 242 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc pudins. Structural wood sheathing directly applied or 5-4-10 oc bracing. Except: 8-0-0 oc bracing: 25-27 Max Uplift All uplift 100 lb or less at joint(s) except 2= 411(LC 8), 15— 450(LC 13), 12=-354(LC 13), 24= 577(LC 9) Max Grav All reactions 250 lb or less at joint(s) excel t 2=424(LC 23), 15=1360(LC 1), 12=567(LC 24), 24=1337(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exctept when shown. TOP CHORD 2-3=-348/829, 3-4= 90/310, 4-5=-6611738, 5-6=-621/699, 6-7=-1142/993, 8-9=-1019/956, 9-11 =-67/514,11-12=-558/880, 7-8= 970/1023 BOT CHORD 2-28=-851/202, 27-28= 843/198, 25-27= 449/205, 4-�5=452/234, 24-25=-395/482, 23-24=-651/1017, 22-23=-542/609, 6-22=478/644, 2i-22= 375/1052, 20-21 =-1 81/849, cb WEBS 3 276-319l7 3,73-28= 509991/790, 5y 60356318,,111 1I4=0/262,76-21=-231 257n/447 ,,,,, ,V—R �P IO j �/N 4-24= 327/682, 5-24=-1160/1039, 5-23=-1238/1296, 9-20=-248/869 eat- pJ-� ....... • 1) Unbalanced roof live loads have been considered for this design. . • 0 NO 22839 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Extefior(2) 4-0-0 to 45-0-0 zone; cantilever left and right exposed porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. -0 ; .-13 • Q F ; 14/ Z. 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 11 i0 •.• % X\ Q • will fit between the bottom chord and any other members. lb i Q o�,�c� '••: f3 ; •'.�.•\�. 6) Provide mechanical connection (by others) of truss to bearing plate clapable of withstanding 411 lb uplift at joint 2, 450 uplift at . �` joint 15, 354 Ito uplift at joint 12 and 577 lb uplift at joint 24. ON A Walter P. Finn PE.No.22839 Mrfek USA, Inc. FL Ceit 66M 6904 Parke:East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312DIS BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not �' a truss system. Before use, the twilding designer must verify the appllcabfllty of building design. Bracing Indicated is to prevent buckling of Individual truss web design parameters and properly Incorporate his design Into the overall and/or chord members only. Additional temporary and permanent bracing Mii'ek` 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 31112, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type (civ Ply rT T13546181 1388975-COLLINS-BRIT-N A06 Hip 1 1 Job Reference (optional) o nin c roK io oMA MiTek industries incTito Mar 2n 11•14:02 2n1A Pane 1 Buiiaers rirsiSource, run riece, rL ava�ta -._ .....-.....-__...__ ..._. . __ ..._. __ ..-. ___ __- I ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-FgolezAHLnr9dD?U8b3eGwL8naelgfG?l cMDnAzZ36p 2.0-0 4-6.6 8.5-0 9 3.1 12-8-8 Y7-0-0 21-6-0 26-0-0 30-10.6 36-7-5 43-0-0 2-0-0 4-6-6 3-10-10 0- 0- 3 3-4-11 4-3-8 4-6-0 4-6-0 4-10-6 5-8-15 6-4-11 Scale = 1:80.4 5x6 = 5x6 = 3x6 = 5.00 12 7 8 9 3x6 5x8 3x6 6 10 4x6 5 5x8 5x6 i 4 11 N • 26 r 253 15 19 18 17 3x6 16 = o 2x4 II 2 .5x8 STP = 3x6 = 5x8 = 3x8 = 12 N ji 1 Iv • 27 x8 STP = 23 2221 14 13 0 4x6 = 4x6 = 2x4 11 3x6 = 6x8 = 2x4 11 46 = 6x8 = 4-6-6 8.5-0 9 3-1 12-8-8 7-0-0 26-0-0 30-10-6 31 -2 36-7-5 43-0-0 4-6-6 3-10-10 0 0- 3 3-4-11 4-3-8 9 0-0 4-10-6 0 1-12 5-7-3 6 4-11 Plate Offsets (X Y)-- (1`0-2-2 0-1-01 f3`0-3-0 0-3-0j r7`0-3-0 0-2-41 19`0-3-0 0-2-41 r11:0-4-0 0-3-01 r17:0-4-0 0-3-01 r19:0-3-8 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 0.98 Vert(LL) -0.13 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.27 16-17 >957 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Structural wood sheathing directly applied or 5-0-1 oc bracing. 4-22: 2x4 SP No.3, 10-14: 2x6 SP No.2 Except: WEBS 2x4 SP No.3 7-11-0 oc bracing: 20-22 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-3-8, 12=Mechanical, 19=0-7-10. (lb) - Max Horz 2=181(LC 16) Max Uplift All uplift 100 lb or less at jolnt(s) except 2--403(LC 8), 14=-451(LC 13), 12= 255(LC 13), 19=-618(LC 9) Max Grav All reactions 250 lb or less at joint(s) excel t 2=466(LC 23), 14=1371(LC 1), 12=444(LC 24), 19=1281(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-426l770, 3-4=-164/258, 4-5=-624/388, 5-6=-8911798, 6-7=-10381977, 7-8=-913/971, 8-9=-724/899, 9-10=-847/892, = 10-11=LL104/445, 11-12=-671/1071 BOT CHORD 2-23=-878/299, 22-23=-870/296, 20-22=-458/224, 4-20= 459/164, 19-20=-87/429, 18-19=-288/883, 17-18— 217/789, 16-17= 415/962, 114-15_ 1036/766, 10-15=-998/778, 13-14=-791/550,12-13=-792/555 �,`�IIIIIIIlO�s,� WEBS 11-13=315 280, 4-19= 255/579, 5-19=-987/1012,5-18=-1172/111481-14= 660/985, ,,,��P�.�ER • p F�'0 G.E IV S • : L �i� NOTES- �� .' �• • �� 1) Unbalanced roof live loads have been considered for this design. j i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; CDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., NO 228'39 T GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Exterior(2) 4-0-0 to 42-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. "fl ; • 4) This truss has been designed for a 10.0 psf bottom chord live load 11onconcurrent 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 '� .• �14 will fit between the bottom chord and any other members. i� •Q:• -N �% 6) Refer to girder(s) for truss to truss connections. S R .• �? �� .`..... 7) joint 1de mechanical lb uplift ao cojoinnnection and others)618 lb of truss at to bearing plate capable of withstanding 403 lb uplift at joint 2, 451 lb uplift at 'I��iint 19. s��i�%�►' �,,,��% W21ter R'Firm PE No.22839 Mrrek USA, Inc. FL Cert 6634 6904-Parke`East 8fvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only ui }on parameters shown- and Is for an Individual building component, not ,bb, a truss system. Before use, the building designer must verify the applicability f 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 Mek" Is always required for stabillty 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/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 r Ply T13546182 1368975-COLLINS-BRIT-N A07 Hip 1 1 Job Reference (optional) Builders Hrst5ource, r-on niece, rL J4940 5x6 25 0 3 2x4 11 2 yI 1 x8 STP = 23 4x6 = 2x4 11 5.00 FIT 3x6 4x6 P 27 2221 3x6 = 4x6 = 6x8 = I D:9_w_P UZZHYikjE2?TMGw4KzW FTs-B3 WV3eBX1O5tsX9tFO56LLQVhOLXISJ I UwrKs3zZ36n 36-7.5 6 = 3x8 = 6 7 18 17 5x8 = 5x6 = 5x6 = 4x6 8 9 16 15 3x8 = 3.8 = 14 6x8 = 30-0-2 0-1-12 3x6 10 3x6 11 26 12 Scale = 1:80.4 13 4x6 = 2x4 11 �- 8-5-0 d-7-b 3-8-8 1 2-" 6-6-0 1 6.6-0 ' 1-10.6 " 0-1-12 6-1-3 0'-" 6-0.11 Plate Offsets (X Y)-- (1:0-2-2 0-1-01 f3:0-3-0 0-3-01 (6:0-3-0 0-2-41 f8:0-3-0 0-2-4119:0-1-8,0-2-01,f17:0-3-0,0-3-01,f19:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.10 17-18 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 14 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 232lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* 4-22: 2x4 SP No.3, 9-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-3-8, 12= (lb) - Max Harz 2=164(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 9) Max Grav All reactions 250 lb or less at joint(s) ex 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less TOP CHORD 2-3= 4361785, 4-5=-507/292, 5-6=-990/825, 6-7=-E 9-11=0/281, 11-12=-643/1014 BOT CHORD 2-23=-894/312, 22-23=-887/308, 20-22= 464/227, 18-19= 135/684, 17-18— 460/1066, 16-17=-460/10 9-15=-11 12/838,13-14= 745/532, 12-13— 745/532 WEBS 3-22=-345f723, 7-18=-284/283, 7-17=0/263, 7-16= 11-14= 744/1078, 11-13=0/297, 4-19=-81/323, 5-1 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 5-4-2 oc bracing. Except: 7-9-0 oc bracing: 20-22 19=0-7-10. 8), 14=-496(LC 8), 12=-248(LC 13), 19=-61O(LC 2=472(LC 23), 14=1463(LC 1), 12=428(LC 24), 19=1213(LC when shown. 7-8— 291/478, 8-9=-306/472, )=-489/132, 19-20=-84/432, 15-16= 383/551, 14-15= 1124/854, 0/694, 9-16=-555/942, 1008/1231,5-18=-924/1004 rJOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T6, DL=4.2psf; BCDL=S.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Extefior(2) 4-0-0 to 42-11-4 zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load rronconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 2, 496 lb uplift at joint 14, 248 lb uplift at joint 12 and 610 lb uplift at joint 19. gyIeFl ,P r,,�� p% C.E 11i,940 No 22839 00 A V7, .t-44/ ORCi i Wafter R Finn PE ND.22839 MiTek USA, Inc. R. Cert 6634 6904 Parke East'Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NI-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 w✓ab 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 systenis, seeANSI/TPI I Quality Criteria, DS13-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type i QtY PIY T13546183 1388975-COLLINS-BRIT—N B01 Roof SpecialLder 1 1 Job Reference (optional) —.. \.1—nn {-1— ArilO Dann 1 burners mrsioource, rori mLuL, rL. owa4a 3-10-10 3x4 4x6 3x6 5.00 12 5x6 5' 6 7 4 5 3x4 i G 3 �27 26 2x4 11 2 8 STP = 3x6 — 1 0 2g 4x6 = x8 STP = 31 30 3x6 = 2x4 11 3x6 = 4x6 = 6x8 = � 4-6.6 B-5-0 9r0�0 11-10-6 i 15� 4-6.6 3-10.10 7 2-10.6 3-9-1 I D:9-w_PUZZHYikjE2?TMGw4KzW FTs-8S2GUKDoPOLb6glFNR7aQmW zDBxW mSubyEKRwxzZ361 27-3.15 29-10.6 32-10.14 34-6-11i 38-4-4 42-10-8 i 5-9-15 2-6-7 3-0-8 1-9-13 4-6-4 Sx6 = 9 4 8 24 23 22 4x6 = 3x6 = 3x8 = 3x4 10 2x4 II NAILED 11 5x8 NAILED \ I 6x8 = 2x4 11 6xl2 MT20HS = 12 13 NAILED14 15 20 I 2x4 11 4x6 = 18 6x8 = 6x8 = 33-0-6 \35 36 34 17 16 3x8 = 2x4 II 38-4-4 1 42.10.8 Scale = 1:87.6 Plate Offsets (X Y)-- f1:0-2-2 0-1-01 f13:0-4-0 0-2-81 f15:0-3-4 0-4-01 f21:0-2-12 Edge], f27:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 1;SI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.15 21-22 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.34 21-22 >846 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO �VB 0.55 Horz(CT) 0.06 34 r/a n/a BCDL 10.0 Code FBC2017/TPI2014 atdx-SH Weight: 258lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except` 13-15: 2x6 SP No.2 BOT CHORD 2x4 SP NO.2'Except` 4-30,11-20: 2x4 SP No.3, 12-18: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except' 15-33: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except at=length) 18=0-3-0, 27= (lb) - Max Horz 2=392(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 34 exc( 9), 27=-669(LC 24) Max Grav All reactions 250 lb or less at joints) 34 1), 27=1413(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less 6 TOP CHORD 2-3=-315/103, 4-5=-440/700, 5-7=-620/272, 7-8=-1, 9-10=-1099/424, 10-11= 1169/502, 11-12=-1174/4E BOT CHORD 2-31= 392/215, 30-31=-392/215, 27-28= 416/197, f 7-25=-514/286, 24-25— 357/933, 22-24= 488/1296, 12-19=-974/420 WEBS 9-22=-128/504, 3-30=-326/336, 19-21=-389/163, 1, ' 5-27= 1275/602, 8-22= 421/293, 4-27— 278/264, 5- 10-22= 331/306, 15-34=-277/76 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc puriins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 5-2-11 oc bracing. Except: 10-0-0 oc bracing: 28-30 7-10, 34=0-6-2. t 2=-314(LC 4), 18=-549(LC <cept 2=428(LC 19), 18=1382(LC cept when shown. 40/543, 8-9=-1102/440, f 3-27=632/406, 25-26=-538/263, ?1-22= 396/1195, 18-19= 1142/459 21=-473/1439, 13-17=-82/314, 6=-571/1293, 7-24=-205/379, NOTES- 1) Unbalanced roof live loads have been considered for this design. l 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 34 considers parallel to grain value using ANSI IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing platelcapable of withstanding 100 lb uplift at Joint(s) 34 except Qt=lb) 2=314, 18=549, 27=669. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �GENSn� • No 22839 0 � r s � ��• 'firz 4U ip� S •(v ;p,N A` E Walter P. Finn PE No.22839 PAFTek USA, Inc. FL Ce116634 69D4 Parke East Blvd. Tampa FL 39610 Date: March 20,2018 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114I1-7473 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 bullding designer must verify the applicability design parameters and properly Incorporate this design into the overall �� iof building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing g� M! ly air 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 systefns, 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 , Orty Ply I L T13546183 13BB975-COLLINS-BRIT-N B01 Roof Special irder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-9=-60, 9-13= 60, 13-15_ 60, 2-30=-20, 29 Concentrated Loads (lb) Vert: 35=-12(B) 36=45(B) 37=45(B) 6.2lus reu i220 i8 Iva I eK Ir1UU3r1tl5, IIIU. 1utl WMI cv 1I.!Y-<v Io rayoc ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-8S2GUKDoPOLb6glFNR7aQmWzDBxW mSubyEKRwxzZ361 .25 26-28=-20, 21-25=-20, 19-20— 20, 16-18= 20 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 an Individual building component, not Bet a truss system. Before use, the building designer must verity the applicability bf 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 NOW Is always required for stability and to prevent collapse with possible personallinjury fabrication, storage, delivery, erection and bracing of Trusses and truss systems, and property damage. For general guidance regarding the 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, Alexandrla; VA 22314. Tampa, FL 33610 Job Truss Truss Type r Ply, Ply � T13546184 1388975-COLLINS-BRIT-N B02 Roof Special 1 1 I Job Reference (optional) builders I-irsitsource, I -on niece, I-L s4a40 1 0'9-10 I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-4g90vOE2xdcJ LBSeUsA2W BbDX?dl EMDuPYpX?gzZ36j 21-11,-0 29-10.6 32-8.11 i 37-8-1 i 42-1$8 i 0-10-D 7-11-6 2-10-5 4-11-6 5-2-7 Scale= 1:90.5 5x6 = 5x6 -- 9 10 3x4 G 3x4 3x6 % 4x6 i 38 8 11 39 2x4 I 3x6 II 6x8 = 3x6 5x12 = 12 5x8 = 5.00 12. 5x6 i 6 7 i 13 14 3x4 = i6 rr 5 4 3x4 • 3 = 26 24 23 2 9 36 a o 2x4 II 37 �9 28 25 4x6 = 3xG = 3x4 = 21 IN C6 1 2 x8 STD = 3x6 3x4 = 2x4 I I . O x8 STP = 33 40 32 31 4x6 = 5x12 = 18 17 3x6 = 2x4 II 3x6 = 6x8 = 6x8 = 4x6 = 4x6 = 6x8 = 33.0.6 32•10-14 o s 11-10-6 15-B•i 21-1.0 21-11 29-10-6 32-9-11 42-1ae Na-s N2 0 7• 2.10-6 3-9-11 Sd-15 0 1" 7-11 t 2.10-5 0-V3 9.10-2 0.1.8 Plate Offsets (X Y)-- f1:0-2-2 0-1-0j f2:0-3-0 Edgej f9:0-3-0 0-2-4) I (10.0-3-0 0-2-4j j16.0-2-12 0-2-12j f 19:0-0-0 0-1-12j j19:0-3-8 0-34) (22:0-2-4 0-3-01 f29:0-3-8,0-3-Oj LOADING (psf) SPACING- 2-0-0 1CCSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 C 0.77 Vert(LL) -0.21 17-18 >537 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 C 0.90 Vert(CT) -0.43 17-18 >268 180 BCLL 0.0 ' Rep Stress Incr YES � B 0.50 Horz(CT) -0.07 36 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-32,12-21: 2x4 SP No.3, 14-18: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except' 16-35: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except Qt=length) 18=0-3-0, 29=0I7-10, 36=0-6-2. (lb) - Max Horz 2=369(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2--320(LC 8), 18_ 591(LC 13), 29= 672(LC 12), 36=-125(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=428(LC 23), 18=1412(LC 1), 29=1407(LC 1), 36=269(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less a cept when shown. TOP CHORD 2-3=-323/176, 3-4=-557/175, 4-5=-1330/693, 5-7= - 0/431, 7-8=-1432/1514, 8-9=-1105/1276, 9-10=-965/1269, 10-11=-1102/1276, 11-12=-1139/1172, 12-13=-1114/1112,13-14=-312/237 BOT CHORD 2-33=-836/214, 32-33= 836/214, 30-32=-442/20414130= 470/235, 29-30=-408/613, 28-29=-625/1074, 27-28= 536/749, 7-27=-5131780, 9�6-27= 744/937, 24-26-1417/1287, 23-24=-872/965, 22-23=-1277/1171, 19-20=-230/304, 18-19=-1102/1169, 14-19=-663/688 WEBS 3-32=-326/736, 3-33=-263/190, 9-24=-316/220, 10-23=-292/325, 20-22=-275/414, 13-22=-1348/1301, 8-24= 410/625, 7-26=-705/366, 11-23_ 295/618, 11-22=-197/453, 4-29=-280/584, 5-29= 1267/1631, 5-28=-1626/1287l 15-18=-332/405, 13-20_ 316/372, 16-36=-287/189 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-C Exterior(2) 27-11-0 to 32-8-11 zone; cantilever left and right expos reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 5) . This truss has been designed for a live load of 20.Opsf on the bol will fit between the bottom chord and any other members. 6) Bearing at joint(s) 36 considers parallel to grain value using ANSV capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plat joint 18, 672 lb uplift at joint 29 and 125 lb uplift at joint 36. Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals. Structural wood sheathing directly applied or 4-9-15 oc bracing. Except: 7-5-0 oc bracing: 30-32 ;DL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., Extedor(2) 4-0-0 to 21-1-0, Corner(3) 21-1-0 to 21-11-0, t ; porch left exposed;C-C for members and forces & MWFRS for ionconcurrent with any other live loads. tm chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide PI 1 angle to grain formula. Building designer should verify capable of withstanding 320 lb uplift at joint 2, 591 lb uplift at %0-14 'CER,PrF°°Oo 5�.. GENE • No 22839 • )' , • �. S .. 'O I��• O R,O•P ••`o,�� Walter P. Finn PE No.22839 MMrrek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 u ' n 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 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 l"Injury and property damage. For general guidance regarding the QualityCriteria, DSB-89 and BCSI Building Component fabrSafety Blvd. Iniformattiostorage, available from Ttruss Plate Instiitute• 218 N. Lee Street, S itd 31 Alexandria, 2231 Tampa, FL 3361 Job Truss Truss Type Qty Ply i ' T13546185 1388975-COLLINS-BRIT-N B03 Roof Special 1 1 Job Reference (optional) duilaers rlrsioource, roil niece, rL 04yY0 If 4-6-6 3x6 5:� 3x4 3x6 % 37 5.00 FIT 5,x6 6 7 4 5 3x4 3 4x6 = 36 m28 27 2x4 11 2 Lb STP = <i 1 O 39 30 4x6 = . SSTP= 32 31 3x6 = 3x6 = 2x4 I I 4x6 = 6x8 = I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-U Pf9X2GW DY_uCbBDA-j17gDknCf5RjzK5W 2Bc9zZ36g i-8 23-2.8 29.10-6 32-8-11 i 37-8-1_ _ 42T? -7 3-5-0 6-7-14 2-10.5 4.11.6 5-2.7 5x6 = 5x8 = 9 10 4x6 i 3x4 8� 11 2x4 11 3x6 11 3812 5x12 = 13 14 25 24 23 6x8 = 19 3x8 = 3x6 = 21 2x4 I I 3x4 = Sx12 = 18 6x8 = Scale = 1:83.4 6x8 = 5x8 = 3x4 = 16 0 r of 35 n O IN M 17 1 4x6 = Plate Offsets (X Y)-- f1.0-2-2 0-1-0) f2:0-3-0 Edge1 f9:0-3-0 0-2-411f10.0-5-12 0-2-81 f16-0-2-12 0-2-121 f19:0-0-0 0-1-121 f19:0-3-8 0-3-41 f22:0-2-4 0-3-01 f28:0-3-8,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 C 0.77Vert(LL) 0.21 17 18 >536 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 0.96 �BC Vert(CT) -0.42 17-18 >268 180 BCLL 0.0 ' Rep Stress Incr YES B 0.49 Horz(CT) -0.07 35 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 257lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-31,12-21: 2x4 SP No.3, 14-18: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except` 16-34: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except (jt=length) 18=0-3-0, 28= (lb) - Max Horz 2=358(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 28=-678(LC 9), 35-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) ex 1), 28=1412(LC 1), 35=270(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc puriins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 4-11-14 oc bracing. Except: 7-6-0 oc bracing: 29-31 7-10, 35=0-6-2. 9(LC 8), 18-577(LC 13), 2=423(LC 23), 18=1408(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-305/181, 3-4=-555/173, 4-5=-13311715, 5-7=-610/412, 7-8=-1114/900, 8-9-1189/1305, 9-10-1057/1305, 10-11=-1161/1305, 11-12=-1158/1283, 12-13-1120/1152, 13-14= 317/228 NOT CHORD 2-32=-841/204, 31-32=-841/204, 29-31=-443/201, 4i 29-467/239, 28-29=-430/596, 27-28= 646/1066, 26-27=-5391768, 7-26=-297/407, 25-26= 1385/1222, 23-25=-874/1034, 22-23=-1226/1159, 12-22-18O/296, 19-20-221/31b, 18-19=-1099/1179, 14-19=-667l706 WEBS 3-31=-324/735, 9-25=-224/273, 10-23= 261/229, 20L22=-278/409, 13-22-1383/1298, 15-18=-330/403, 3-32=-263/193, 8-25=-232/535, 11 23=-194/508, 11-22-167/288, 4-28= 279/594, 5-28=-1278/1632, 5-27=-1670/1299, 13-20=-309/364, 8-26=-289/690, 16-35=-288/189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-01I Extedor(2) 4-0-0 to 19-9-8, Corner(3) 19-9-8 to 23-2-8, Exterior(2) 29-2-8 to 32-8-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 7) Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 319 lb uplift at joint 2, 577 lb uplift at joint 18, 678 lb uplift at joint 28 and 123 lb uplift at joint 35. - ,,�e�llllill/®I�,I, 'Isla 'ERG' P• F14k' t��. EIV .� No 22839 fLY TE OF :i • �b.,0 !!1'lI1f11 Walter P. Finn PE No22839 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A 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 shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the appllcabRIN, 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 person6i 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suit 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply r�ty T13546186 1388975-COLLINS-BRIT-N B04 Roof Special irder 1 1 Job Reference o tional tiullaers t-irst50urce, 1-01"I Mece, t-L "d4y40 5.00 12 3r.4 3 2x4 ! I 2 � 1 6 . x8 STP = 31 3x6 = 2x4 11 3x4 5x8 3x6 5x6 4 5 ft„27 26 �IIII=,�6STP= W — 30 29 4x6 = 3xG = 4x6 = 6x8 = ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-RozvyjlBl9EbSvLbHPIDCF1800KxvbDdZgXlg1 zZ36e 32.10.14 1-9-13 Scale = 1:86.0 5x6 = 3x4 = 5x6 = 8 9 10 NAILED 4x6 11 5x8 NAILED 6x8 = 2x4 II 6x12 MT20HS = 12 13 NAILEDI4 15 2 35 36 34 24 23 22 1 o 5x8 =3x6 = 3x8 = 20 cb 19 m 2x4 11 N 4x12 = 18 17 16 5x12 = 6x8 = 3x8 = 2x4 11 32.103=11 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.08 24-25 >999 240 TCDL 10.0 Lumber DOL 1.25 0.93 Vert(CT) -0.18 22-24 >999 180 BCLL 0.0 ' Rep Stress Incr NO �BC WB 0.64 Horz(CT) 0.07 34 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matfix-SH LUMBER - TOP CHORD 2x4 SP No.2 `Except' 13-15: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-30,11-20: 2x4 SP No.3, 12-18: 2x8 SP 240OF WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 `Except' 15-33: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except at=length) 18=0-3-0, 27= (Ib) - Max Horz 2=393(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 34 exci 9), 27=-718(LC 24) Max Grav All reactions 250 lb or less at joint(s) 34 1), 27=1392(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less TOP CHORD 2-3=-284/91, 4-5=-470/719, 5-7= 610/223, 7-8= 1' 9-10= 1073/461, 10-11= 1214/465, 11-12=-968/37 YOT CHORD 2-31=-383/200, 30-31= 383/200, 27-28=-418/221, 7-25= 511/314, 24-25= 391/1034, 22-24=-377/121 18-19=-1222/435, 12-19=-877/351 WEBS 3-30=-323/333, 8-24=-6/269, 10-22= 20/255, 19-2 • 13-17= 112/402, 11-22=-4/275, 4-27=-308/284, 5_, 9-22=-278/126 0, 34=0-6-2. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 259 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc pudins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 5-0-13 oc bracing. Except: 10-0-0 oc bracing: 28-30 2=-310(LC 4), 18=-534(LC 2=422(LC 19), 18=1470(LC cept when shown. 1/455, 8-9= 1154/458, 12-13=-109/382 -27=-660/445, 25-26=-556/288, 21-22= 309/916, 11-21 =-382/1 81, 81/292, 12-21=-532/1676, 1233/528,5-26=-584/1331, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; porch 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) This truss has been designed for a 10.0 psf bottom chord live load Inonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 34 considers parallel to grain value using ANSI PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 34 except at=lb) 2=310, 18=534, 27=718. 9) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe- ,ails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). � �, 'GEN• � �i S41 No 22839 0 N A` 1LY11�1 Walter Finn PE,No.22839 Mrrek USA, Inc. FL Celt 6634 6904Parke Easf Blvd. Tampa R- 33610 Date: March 20,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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/IPI 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 Jab Truss Truss Type S2ty Ply ,1 T13546186 1388975-COLLINS-BRIT-N B04 Roof Special 3irder 1 Job Reference (optional) Builders FlrstSource, 1-ort Piece, l-L 3494b LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-8=-60, 8-10=-60, 10-13=-60, 13-15=-60, 2 Concentrated Loads (Ib) Vert: 35=-12(F) 36=45(F) 37=45(F) mzI us reD 12 20 i & IVII I eK II Iuu6inub, II IV. I ue Mal Gu I I . I V I J GV ! o raye c ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-RozvyjlBl9EbSvLbHPIDCF180DKxvbDdZgXlg1 ZZ36e .25 29-30— 20, 26-28=-20, 21-25=-20, 19-20= 20, 16-18=-20 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIh7473 rev. 10/0312015 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 vediy the appllcablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual trussweb Is always required for stability and to prevent collapse with possible personal and/or chord members only. Additional temporary and permanent bracing 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 'aty Ply T13546187 1388975-COLLINS-BRIT-N B05 Hip 1 1 Job Reference (optional) dullaers MrSrbOUfce, r•01L rlece, r-L A're'ra 2-0-0 5.00 F12 5x6 4x6 5 4 3x6 3 28 21 2 x8 STP = Sx8 STP = 25 31 P4 23 4x6 = 2x4 I I 3x6 = 4x6 = 6x8 = 4 9 3-13 15-9-£ 4-6-6 3-10-10 0- 0- 3 6-5-11 --[1:0-2-2,0-1-0],[5:0-2-12,0-3-41,[6:0-5-1 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-NA5gNPKRHnUJhDU_PgohlgOOzgSCNTtwOBOPlwzZ36c 1-6-0 27-2-8 , 32-3-0 , 37-0-0 , 39-3.0 1 43-0-0 45-0-0, Scale = 1:85.6 t8 2x4 15x8 = 6 7 8 5x8 9 3x6 0 10 6x8 29 O 17 3x8 11 20 19 18 2x4 II m 4x6 = 5x8 = 3x6 12 0 16 15 14 ST1.5X8STP= 7x10 = 4x6 = 2x4 ll 5x8 = 27-2-8 [12:0-2-13,Edge],[13:0-2-2,0-1-0],[16:0-5-0,0-4-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.08 14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 0.44 Vert(CT) -0,10 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.05 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 �BC Matrix-SH Weight:251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc pudins. 9-13: 2x4 SP M 31 BOT CHORD Structural wood sheathing directly applied or 4-6-11 oc bracing. BOT CHORD 2x4 SP No.2 *Except* Except: 4-24: 2x4 SP No.3, 9-16: 2x8 SP 240OF 2.OE, 12-16: 2x6 SP No.2 7-11-0 oc bracing: 22-24 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except (jt=length) 2=0-8-0, 16=0-4-3. (lb) - Max Harz 2=229(LC 8). Max Uplift All uplift 100 lb or less at joints) except 2=-390(LC 8), 16=-581(LC 8), 12=-645(LC 9), 21=-643(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=470(LC 23), 16=1764(LC 1), 12=1399(LC 24), 21=131O(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 471/759, 3-4=-203/281, 4-5= 455/307, 5-6=-1162/952, 6-7=-124611210, 7-8= 1246/1210, 8-9= 940/873, 9-10=0/316, 10-111-920/1825, 11-12=-1868/3240 BOT CHORD 2-25=-895/313, 24-25=-895/313, 22-24= 456/226, +22=-499/107, 21-22=-114/495, 20-21= 25/610, 19-20=-276/993, 18-19=-178/796, 7-18= 273/503, 16-17= 1158/891, 9-17=-1 084/876,15-16=-1082/711, 14-15= 2460/1532, 12-14=-2460/1532 WEBS 3-24=-349/730, 6-19= 297/371, 7-19=-389/456, 8-19=-415/585, 8-18=-260/289, 9-18=-685/1134, 10-16- 1062/1614, 10-15=-838/5137, 4-21 =-1 8/262, 5-21 =-1 124/1342, 5-20=-884/1040, 11-15=-958/1591 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed i porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the botom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 2, 581 lb uplift at joint 16, 645 lb uplift at joint 12 and 643 lb uplift at joint 21. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S'��P• -EJV' N�/�♦ NO 22639 s � :k/• ♦ 1s CY�. /0NA. WatterP. Finn PE No22839 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/012015 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 � p�A' 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 Criterla, DSB-89 and BCSI Building Component 1YY� iy �R 6904 Parke East Blvd.. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suit§ 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type C ty Ply � T13546187 1388975-COLLINS-BRIT-N B05 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incre� Uniform Loads (plf) Vert: 1-6=-60, 6-8=-60, 8-29- 60, 29-30=-270(F=-210), 1; 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate I Uniform Loads (plf) Vert: 1-6=-50, 6-8=-50, 8-29=-50, 29-30=-241(F=-191), 1; 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1. Uniform Loads (pit) Vert: 1-6_ 20, 6-8= 20, 8-29=-20, 29-30=-192(F= 172), 1: 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1. Uniform Loads (plf) Vert: 1-2=152, 2-28=131, 6-28=80, 6-8=74, 8-29=80, 12 12-16=-10 Harz: 1-2=-160, 2-28=-140, 6-28=-88, 8-12=88, 12-13=77 Drag: 6-7= 0, 7-8=0 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=11. Uniform Loads (plf) Vert: 1-2=68, 2-6=80, 6-8=74, 8-29=80, 11-29=464(F=38, 12-16= 10 Harz: 1-2= 77, 2-6= 88, 8-11=88, 11-12=140, 12-13=160, Drag: 6-7=-0, 7-8=0 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=l, Uniform Loads (plf) Vert: 1-2=-1, 2-6=-51, 6-8=-44, 8-29= 51, 12-29= 243(F Harz: 1-2= 19, 2-6=31, 8-12=-31, 12-13= 19, 22-24=-58 Drag: 6-7=0, 7-8= 0 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1 Uniform Loads (plf) Vert: 1-2= 39, 2-6=-51, 6-8_ 44, 8-29= 51, 12-29= 243(F= Horz: 1-2=19, 2-6=31, 8-12= 31, 12-13=19, 22-24=-58 Drag: 6-7=0, 7-8=-0 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase Uniform Loads (plf) Vert: 1-2=59, 2-6=32, 6-8=47, 8-29=33, 12-29=115(F=81; Harz: 1-2= 67, 2-6=-41, 8-12=41, 12-13=30, 22-24=-76 Drag: 6-7- 0, 7-8=0 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase: Uniform Loads (plf) Vert: 1-2=22, 2-6=33, 6-8=47, 8-29=32, 12-29=114(F=81; Horz: 1-2=-30, 2-6= 41, 8-12=41, 12-13=67, 22-24= 76 Drag: 6-7=-0, 7-8=0 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase: Uniform Loads (plf) Vert: 1-2=9, 2-6=-2, 6-8=13, 8-29= 2, 12-29= 158(F= 15 Horz: 1-2=-29, 2-6=-18, 8-12=18, 12-13=30, 22-24=-76 Drag: 6-7- 0, 7-8=0 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumberincreas Uniform Loads (plf) Vert: 1-2=10, 2-6=-2, 6-8=13, 8-29- 2, 12-29=-159(F=-1 17-21=-20, 12-16=-20 Horz: 1-2=-30, 2-6=-18, 8-12=18, 12-13=29, 22-24=-76 Drag: 6-7_ 0, 7-8=0 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber In Uniform Loads (pit) Vert: 1-2=36, 2-6=47, 6-8=27, 8-29=27, 12-29=37(F=10] 12-16= 10 Horz 1-2=-44, 2-6=-56, 8-12=35, 12-13=24 Drag: 6-7=-0, 7-8=0 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber It Uniform Loads (plf) Vert: 1-2=15, 2-6=27, 6-8=27, 8-29=47, 12-29=57(F=10; 12-16= 10 Horz: 1-2= 24, 2-6=-35, 8-12=56, 12-13=44 Drag: 6-7=-0, 7-8=0 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber In Uniform Loads (plf) Vert: 1-2=36, 2-6=47, 6-8=27, 8-29=27, 12-29=37(F=10) 12-16= 10 Horz: 1-2=-44, 2-6=-56, 8-12=35, 12-13=24 Drag: 6-7= 0, 7-8=0 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber In .25 8.210 s Feb 12 2018 MITek Industries, Inc. I ue Mar 20 11:14:15 2018 Page 2 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-NA5gNPKRHnUJhDU_PgohlgOOzg6CNTtwO80PlwzZ36c 2-24=-20, 23-24=-20, 17-22=-20, 12-16=-20 1.25 )=-50, 2-24=-20, 23-24= 20, 17-22=-20, 12-16= 20 Plate Increase=1.25 20, 2-24=-40, 23-24=-40, 17-22= 40, 12-16=-40 Plate Increase=1.60 12-30=452(F=384), 13-30=68, 2-31=41, 24-31=61, 23-24=-10, 21-22=61, 17-21=-10, , 22-24=-186 30, Plate Increase=1.60 l), 11-12=515(F=384), 12-30=535(F=384), 13-30=152, 2-24=61, 23-24=-10, 21-22=61, 17-21= 10, 22-24= 186 60, Plate Increase=1.60 193), 12-30=-232(F=-193), 13-30=-39, 2-24=-7, 23-24=-20, 21-22=-7, 17-21=-20, 12-16= 20 Plate Increase=1.60 93), 12-30=-193(1`=193), 13-30=-1, 2-24=-7, 23-24=-20, 21-22= 7, 17-21=-20, 12-16= 20 .60, Plate Increase=1.60 12-30=103(F=81), 13-30=22, 2-24=28, 23-24=-10, 21-22=28, 17-21= 10, 12-16=-10 .60, Plate Increase=1.60 12-30=140(F=81), 13-30=59, 2-24=28, 23-24=-10, 21-22=28, 17-21=-10, 12-16=-10 1.60, Plate Increase=1.60 12-30= 147(F=-157), 13-30=10, 2-24=18, 23-24=-20, 21-22=18, 17-21=-20, 12-16=-20 .60, Plate Increase=1.60 12-30� 147(F=-157), 13-30=9, 2-24=18, 23-24=-20, 21-22=18, .60, Plate Increase=1.60 12-30=25(F=10), 13-30=15, 2-24=-10, 23-24= 10, 17-22=-10, .60, Plate Increase=1.60 12-30=46(F=10), 13-30=36, 2-24= 10, 23-24=-10, 17-22=-10, .60, Plate Increase=1.60 12-30=25(F=10), 13-30=15, 2-24=-10, 23-24=-10, 17-22= 10, .60, Plate Increase=1.60 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE Design valld for use only with MITek® connectors. This design Is based only �pon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appilcabIDty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual lrusslweb and/or chord members only. Additional temporary and permanent bracing MiTeI' Is always required for stability and to prevent collapse with possible person I 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, VA 22314. Tampa, FL 33610 Job Truss Truss Type City PIY T13546187 1388975-COLLINS-BRIT-N B05 Hip 1 1 �J.bR.f.rence(optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=15, 2-6=27, 6-8=27, 8-29=47, 12-29=57(F=1( Horz: 1-2=-24, 2-6=-35, 8-12=56, 12-13=44 Drag: 6-7=-0, 7-8=0 16) Dead + 0.6 MW FRS Wind (Neg. Internal) 1st Parallel: Lumber I Uniform Loads (plf) Vert: 1-2=24, 2-6=13, 6-8=-8, 8-29= 8, 12-29=-164(F=- Horz: 1-2=-44, 2-6=-33, 8-12=12, 12-13=24 Drag: 6-7=-0, 7-8=0 17) Dead + 0.6 MW FRS Wind (Neg. Internal) 2nd Parallel: Lumber Uniform Loads (plf) Vert: 1-2=4, 2-6= 8, 6-8=-8, 8-29=13, 12-29= 144(F=-1, Horz: 1-2=-24, 2-6=-12, 8-12=33, 12-13=44 ' Drag: 6-7=-0, 7-8=0 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0 Uniform Loads (plf) Vert: 1-6= 20, 6-8=-20, 8-29=-20, 29-30=-155(F= 135), 19) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Ini Uniform Loads (plf) Vert: 1-2=-28, 2-6=-37, 6-8=-25, 8-29= 36, 12-29= 2441 Horz: 1-2= 22, 2-6=-13, 8-12=14, 12-13=22, 22-24= 57 Drag: 6-7=-0, 7-8=0 20) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. IN Uniform Loads (pit) Vert: 1-2=-28, 2-6=-36, 6-8=-25, 8-29_ 37, 12-29= 244i Horz: 1-2= 22, 2-6=-14, 8-12=13, 12-13=22, 22-24= 57 Drag: 6-7=-0, 7-8=0 21) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. In1 Uniform Loads (plf) Vert: 1-2=-17, 2-6- 25, 6-8=-41, 8-29=-41, 12-29= 248i Horz: 1-2=-33, 2-6=-25, 8-12=9, 12-13=18 22) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. IN Uniform Loads (pit) Vert: 1-2= 32, 2-6= 41, 6-8=-41, 8-29=-25, 12-29=-233i Horz: 1-2=-18, 2-6=-9, 8-12=25, 12-13=33 23) list Dead + Roof Live (unbalanced): Lumber Increase=1.25, Pla Uniform Loads (plf) . Vert: 1-6=-60, 6-8= 60, 8-29=-20, 29-30=-230(F=210), 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, PI; Uniform Loads (pif) Vert: 1-6=-20, 6-8= 60, 8-29=-60, 29-30=-270(F= 210), 25) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.2! Uniform Loads (pit) Vert: 1-6= 50, 6-6= 50, 8-29=-20, 29-30=-211(F=-191), 26) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.2E Uniform Loads (plf) Vert: 1-6=-20, 6-8- 50, 8-29= 50, 29-30=-241 (F=-1 91), 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Mar 20 11:14:15 2018 Page 3 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-NA5gNPKRHnUJhDU_PgohlgOOzg8CNTtw08oPlwzZ36c 12-30=46(F=10), 13-30=36, 2-24- 10, 23-24= 10, 17-22= 10, 12-16=-10 .60, Plate Increase=1.60 57), 12-30=-153(F=-157), 13-30=4, 2-24=-20, 23-24=-20, 17-22=-20, 12-16=-20 .60, Plate Increase=1.60 12-30=-132(F=-157), 13-30=24, 2-24=-20, 23-24=-20, 17-22=-20, 12-16=-20 3-30= 20, 2-24=-20, 23-24=-20, 17-22=-20, 12-16_ 20 Left): Lumber Increase=1.60, Plate Increase=1.60 12-30- 235(F= 207), 13-30=-28, 2-24=9, 23-24=-20, 21-22=9, 17-21=-20, 12-16=-20 Right): Lumber Increase=1.60, Plate Increase=1.60 12-30= 236(F=-207), 13-30=-28, 2-24=9, 23-24=-20, 21-22=9, 17-21=-20, 12-16=-20 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 12-30= 240(F=-207), 13-30=-32, 2-24= 20, 23-24= 20, 17-22=-20, 12-16=-20 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 12-30=-224(F=-207), 13-30=-17, 2-24=-20, 23-24-20, 17-22=-20, 12-16=-20 a Increase=1.25 13-30= 20, 2-24=-20, 23-24= 20, 17-22= 20, 12-16=-20 e Increase=1.25 13-30=-60, 2-24=-20, 23-24=-20, 17-22= 20, 12-16=-20 Plate Increase=1.25 13-30=-20, 2-24= 20, 23-24=-20, 17-22=-20, 12-16=-20 Plate Increase=1.25 13-30=-50, 2-24=-20, 23-24=-20, 17-22=-20, 12-16=-20 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INC UDED MITEKREFERANCE PAGE MI1-7473 rev. 10/0312015 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 applicabglty building design. Bracing Indicated Is to prevent buckling of individual truss of design parameters and properly Incorporate this design Into the overall web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal fabrication, storage, delivery, erection and bracing of trusses and truss systems, Injury and property damage. For general guidance regarding the 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 TypeqtY Ply T13546188 1388975-COLLINS-BRIT-N B06 Hip 1 1 Job Reference (optional) Builders PirstSource, Port Piece, FL 34945 o.0 10 s Feu IG GV 1 D ivil I elf Indust ies, Inc. aye ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-rNe2alK324cAJN3AyXJwgtwapDUp6xe3FolyHMzZ36b -2-0-0 4-6-6 8 321-6-0 28-0-0 31-5-8 37-0-0 43-0-0 45-8-0 2-0-0 4-6-6 3-16-10 0- 0- 3 5-8-3 6-6-0 6-6-0 3-5.8 5-6-8 6.0-0 2-8-0 Scale = 1:85.4 5.00 F12 57 2x4 I I 5x8 = 7 g 3x6 Sx8 4x6 9 5 5x6 C 5x6 % 4 F 10 r 3 _ 26 19 18 i5 3x8 = 16 o 2x4 II �27 11 2x4 N I 14.e x8 STP:= 4x6 = 5x3x6 = = 12 iv 0 28 = 23 22 2i 14 O 13 ST1.5x8 = 3x6 4x6 = 2x4 II 6k8 = 2x4 II 4x6 = 4x6 6x8 = 46-6 8-5-0 9 -1 15-0-0 216-0 28-0-0 315-8311 -1 37-0-0 43-0-0 4-6-6 3-10-10 0-10- 3 5-8-3 6-0-0 6-6-0 3-5-8 0-4-9 5-1-15 6-0-0 Plate Offsets (X Y)-- j1:0-2-2 0-1-01 (3:0-3-0 0-3-0) (6:0-5-12 0-2-81 (8:0-5-12,0-2-81,(10:0-3-0,0-3-01,(12:0-2-2,0-1-01,(17:0-4-0,0-3-01,(19:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.07 17-18 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.12 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 235lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins: BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. 4-22: 2x4 SP No.3, 9-14: 2x8 SP 240OF 2.0E Except: WEBS 2x4 SP No.3 7-10-0 oc bracing: 20-22 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-7-10 except Qt=length) 2=0-8-0, 14=0-4-3. (lb) - Max Harz 2=145(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except =-415(LC 8), 14=-463(LC 8), 11=-327(LC 13), 19=-617(LC 9 lept Max Grav All reactions 250 lb or less at joint(s) ex 2=470(LC 23), 14=1413(LC 1), 11=517(LC 24), 19=1282(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-449/865, 3-4=-185/329, 4-5=-453/323, 5-6-11021956, 6-7-1288/1301, 7-8=-128811301, 8-9=-715/813, 9-1 0=-1 1/387, 10- 1=-455/732 BOT CHORD 2-23-888/309, 22-23=-880/306, 20-22-462/227, 4-20=-489/130, 19-20=-93/444, 18-19-141/695, 17-18-259/946, 16-17-112/603 15-16=-351/456, 14-15-1128/830, ' 9-15=-1095/839, 13-14=-350/372, 11-13=-347/377 WEBS 6-1 8=- 119/278, 6-17=-400/444, 7-17-448/538, 8- 7=-574/796, 8-16=-403/346, 9-16= 616/1095, 10-14-570/602, 3-22=-344l719, 4-19-78/324, 5-19=-1078/1267, 5-18=-987/1117 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0- ; porch left exposed;C-C for members and forces & MWFRS for r 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live loa 5) * This truss has been designed for a live load of 20.Opsf on the N Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing pla joint 14, 327 lb uplift at joint 11 and 617 lb uplift at joint 19. CDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., Extedor(2) 4-0-0 to 45-0-0 zone; cantilever left and right exposed fictions shown; Lumber DOL=1.60 plate grip DOL=1.60 nonconcurrent with any other live loads. om chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 415 lb uplift at joint 2, 463 lb uplift at ,R aP ®R ®-,o �'. No 22839 r • ': r ORI • s • �, ♦i��.� (Vey' Walter P. firm PEINO.22839 Mrrek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 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 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, seeANS1/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 ?ty Ply r T13546189 1388975-COLLINS-BRIT-N B07 Hip 1 1 Job Reference (optional) _ ... _. ._ _..., _ _ _ �, ,, .,..� o non e.,t, io onto I,AITotr InrVucfriee Inr Tno Mar 2n 11.1d•17 2019 Pana 1 Builders rlrstSource, rot i rmue, r� O%W40 ,., .. , .... , < <.. , _ ,......,. .......,,....._I ..._. . -- ...-. -- ........ -- . _ -- I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-JZCOn5LhpOk1 wXeNW Fg9N5TIXdnBrJ-DTSVWppzZ36a 1-2-0-0 6.9.14 13-0-0 8.8-15 24-5-14 29-1-14 2;20 36-2-2 1 43-0-0 2 0 0 6-9-14 6-2-2 8-15 5-8-15 4-8-0 0-10-2 6-2-2 6-9-14 Scale = 1:85.4 5x8 = 5.00 12 5x8 = 3x6 = 3x6 = 3x4 I 3x6 = 4 5 6 7 89 5x8 G 5x8 , • 3 10 24 ° 23 !!!S 16 15 iIO 1O 2x4 II 2 5x8 = 3x8 = 11 124 II Io1N m 1 0 0 . x8 STP = 20 19 18 17 14 13 ST1.Sx8 = 4x6 = 2x4 II 5x6 = 5x8 = 3x4 II 6x8 = 2x4 II 4x6 = 6-9-14 6-9-3 8B15 24-5-14 294-114 2---1120 3620-2 3-0-4 0 14 6-2-2 Plate Offsets (X Y)-- (1:0-2-2 0-1-01 f3:0-4-0 0-3-01 f4:0-5-12 0-2-81 f9:0-3-0 0-2-41 f10:0-4-0 0-3-0] (12:0-2-2 0-1-01(15:0-3-0,0-1-81,(16:0-2-8,0-2-01,(19:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 BSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.15 19-20 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.21 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc puriins. 1-3,10-12: 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 4-7-15 oc bracing. BOT CHORD 2x4 SP No.2 `Except' 7-17: 2x4 SP No.3, 8-14: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1238/0-7-10, 14=1909/0-3-8, 11=521/Q-7-10 Max Horz 2= 128(LC 13) Max Uplift 2=-529(LC 8), 14=-680(LC 8), 11=354(LC 13) Max Grav 2=1245(LC 23), 14=1909(LC 1), 11=542LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lessexceptwhen shown. TOP CHORD 2-3= 2207/1959, 3-4=-1575/1546, 4-5=-1260/146q, 5-7=-1221/1326, 7-8=-1225/1317, 8-9=0/388, 9-10=0/442, 10-11=-485/729 BOT CHORD 2-20=-1588/1949, 19-20=-1590/1945, 18-19=-935/1391, 7-16=-300/376, 15-16=-670/744, 14-15=-1564/1182, 8-15=-1496/1193, 13-14= 335%370, 11-13= 333/375 WEBS 3-20=0/274, 3-19=-648/730, 4-19=-256/434, 5-181-369/377, 16-18=-923/1370, 8-16=-1621/2084, 10-13=0/303, 10-14=-731/789 e,O�111111f1/��''. eye `(ER P NOTES 1) Unbalanced roof live loads have been considered for this design.i `�� v'� XG E N & 9) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., o� V F• •, • �� GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Extefior(2) 4-0-0 to 45-0-0 zone; cantilever left and right exposed No22839 ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 o "0 ✓ri will fit between the bottom chord and any other members. i 5i {ATEW �OF 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint 2, 680 lb uplift at ®` •. V" �(/,�� joint 14 and 354 lb uplift at joint 11. �10 ° c� O R `p Q:° `, O N AL �//I1111111�,, Walter'?. Rnn PE 1Vo.22839 Mffek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based on y upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the appllcab'lity building design. Bracing Indicated Is to prevent buckling of individual truss of design parameters and properly Incorporate this design Into the overall web and/or chord members only. Additional temporary and permanent bracing �.11 � MiTegR° 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 Informallon available from Truss Plate Institute. 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13546190 1388975-COLLINS-BRIT-N C01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-0.0 , 5-9-14 11-' 5-9-14 5-2 1-2 5x8 = 5.00 12 8.'zl u s Feb 1 z zul a ivii T eK Indusiries, inc. I ue Mai za I I: -+ l a Lu t o rave i ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-nimo?RMJaisuYgDZ4yLOvioxW 14barAMi6E3LFZZ36Z 24-11-7 32-0-0 37-2-2 42-11-0 6-10-13 7-0-9 5-2-2 5-8-14 2x4 11 5x6 = 5x8 = Scale = 1:80.0 3x4 3x4 3 B NAILED v 9 19 2x4 11 2 r Iv 1 o � • x8 STP = 17 16 15 14 13 12 11 10 ST1.5x8 STP = 3x6 = 2x4 ll 3x4 = 4x6 — 5x8 = 3x4 = 4x6 _ 3x4 = 2x4 II 3x6 = 5-9-14 11-0-0 18-0-9 24-11-7 32-0-0 377 2-2 42-11-0 5-9-14 5-2-2 7-0-9 6-10 13 7-0-9 5-2-2 5 8-14 Plate Offsets (X Y)-- I1:0-22 0-1-01 f2:0-0-2 Edgel 14:0-5-12 0-2-8j f6:0-3-0 0-3-01 f7:0-5-12 0-2-81 f9:0-2-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.41 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.66 13-14 >764 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(CT) 0.20 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 221 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 `Except' 4-6,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1697/0-6-10, 2=1836/0-7-10 Max Horz 2=130(LC 8) Max Uplift 9=-685(LC 5), 2= 772(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less TOP CHORD 2-3=3665/1411, 3-4=-3236/1351, 4-5=-3816/1702 7-8=-3247/1355, 8-9= 3715/1445 BOT CHORD 2-17=-1231/3284, 16-17=-1231/3284, 14-16= 109! 11 -1 3=-1 098/2949, 10-11=-1257/3329, 9-10— 125 WEBS 3-16=-395/295, 4-16= 66/383, 4-14=-508/1150, 5 7-13=-495/1139, 7-11=-80/385, 8-11=-435/342 BRACING - TOP CHORD BOT CHORD WEBS except when shown. 5-6=-3816/1702,6-7=-3814/1700, 13-14=-1523/3828, 4= 435/341, 6-13=-486/342, Structural wood sheathing directly applied or 2-5-0 oc puffins. Structural wood sheathing directly applied or 5-1-7 oc bracing. 1 Row at midpt 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 4) Concentrated loads from layout are not present in Load Case(s):'#10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MW FRS Wind (Pos. Internal) 4th Parallel. 5) This truss has been designed for a 10.0 psf bottom chord live loan nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 9 and 772 lb uplift at joint 2. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") to -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the miss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 . 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-7= 60, 7-9-60, 2-9= 20 Concentrated Loads ((b) Vert: 19=-8(B) SR �P,F `1O° No 228390 OP TE OF [14 • e� 141411111 lilt" Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 66M 69U13arke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INC!! UDED MITEKREFERANCE 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing K4!Tek7 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. SdIte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply r T13546191 1388975-COLLINS-BRIT-N CO2 Hip 1 1 Job Reference (optional) builaers rirsioource, MR riece, rL ,IR`J'#0 2-0-0 , 5-8-1 1 9-0-0 2 0 0 5-8-11 Sx6 = 5.00 12 4 2x4 3 17 2 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-jBuZQ7Na6J6cn_NxBNNS?j5Fxrl62onfAQjAQ7zZ36X 27-8-2 34-0-0 37-3-5 , 42-11.0 6-2-2 6-3-14 3-3-5 5-7-11 5x8 = 5x6 = 5x8 = 5 6 7 '5x8 STP = 15 14 13 12 3x8 = 5x8 = 6x8 = 3x8 = 6x8 = 9-0-0 15-3-14 21-6-0 27-8-2 9-0-0 6-3-14 1 6-2-2 6-2-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.64 13 >790 240 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.87 12-13 >585 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1689/0-6-10, 2=1836/0-7-10 Max Harz 2=113(LC 16) Max Uplift 10= 661(LC 8), 2=-801(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or les< TOP CHORD 2-3=-3611/3044, 3-4= 3388/2867, 4-5=-3130/273 7-8= 3148/2933, 8-9=-3410/3096, 9-10=-3631/34 BOT CHORD 2-15=-2670/3235, 14-15=-3383/4354, 13-14_ 33f 11-12=-3414/4360,10-11=-2951/3269 WEBS 3-15=-220/399, 4-15=-761/1014, 5-15=-1503/124 7-13=-352/525, 7-11=-1497/1181, 8-11=-886/103 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 4-C exposed ;C-C for members and forces fit MW FRS for reactions e .3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live lo, 5) ' This truss has been designed for a live load of 20.Opsf on the t will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing ph at joint 2. BRACING - TOP CHORD BOT CHORD WEBS except when shown. , 5-6= 4752/4138, 6-7=-4752/4138, 12-13= 3414/4360, 5-13=-406/529, 6-13=-353/431, 9-11=-208/629 Scale = 1:80.0 ST1.5x8 STP = 4x6 = PLATES GRIP MT20 244/190 Weight: 215 lb FT = 20% Structural wood sheathing directly applied or 2-6-8 oc puriins. Structural wood sheathing directly applied or 3-3-2 oc bracing. 1 Row at micipt 5-15, 7-11 TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., D, Extefior(2) 4-0-0 to 42-7-11 zone; cantilever left and right lawn; Lumber DOL=1.60 plate grip DOL=1.60 nonconcurrent with any other live loads. lam chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 661 lb uplift at joint 10 and 801 Ito uplift 0�-IV-R �1I P '°0°O No 22839 .. o s 0 8�50F 1 OP' 1�.�� 0R% '�C? sp°,1SSION A`%'` � e� Walter R Finn PE No.22839 WTWUSA, Inc. R. Cert 6634 8904 Parke East'8f4d. Tampa FL 33610 Date: March 20,2018 ® 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 MiTeW connectors. This design Is based onl',y 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 Bits design Into file overall building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible persdnal 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, Silite 312, Alexandria, VA 22314. Tampa, FL 33610 o suss Truss ype ty Y T13546192 1386975-COLLINS-BRITTON CO3 HIP GIRDER 1 e� 2 Job Reference (optional) eunaers rrswource, von niece, M LAV4D 7-0-0 4-8-13 NA Special NAILED 6x8 = 2x4 11 5.00 12 NAILED 3 21 224 2x4 11 /2 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-7Y?SCXVwoERS01 EJNI9vH0W IEAE 1?h0?yPvoDfop 16 7-7 21-6-0 26-4-9 31-3-3 36-0-0 42-11-0 4- 0-9 4-10-9 4-10-9 4-10-9 4-5-13 6-11-0 Scale=1:79.4 LED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED5x8 = NAILED 7x10 = NAILED 5x8 = 2x4 II NAILED 6x8 = 23 24 525 26 627 28 29 730 31 32 8 33 34 9 10 r%) n Iv 6 ;x8 STP= 19 35 3618 37 3817 16 39 40 15 41 42 43 1413 45 44 46 7247 48 11 5x6 = 2x4 11 NAILED 5x8 = 6xl2 MT20HS= 5x8 = 2x4 II 5x8 = NAILED 2x4 11 Special NAILED NAILED2x4 II NAILED NAILED 6x12 MT20HS = NAILED Special NAILEC NAILED NAILED FILED NAILED NAILED NAILED ST1.5x8 STP = 5x6 = 7-0-0 11-8-13 167-7 21-6-0 26-4-9 313-3 36-0-0 42-11-0 7-0-0 4-8-93 4. 0-9 4-10-9 4-10-9 4-10-9 4-8-13 6-11-0 Plate Offsets (X Y)-- 11:0-2-2 0-1-01 f2:0-4-5 0-0-3] 13:0-4-0 0-2-21 (6:0-5-0 0-4-8] f9:0-4-0 0-2-2] f10:0-3-13,0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.75 15 >676 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.99 15 >515 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 5351b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 `Except' 3-6,6-9: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=3277/0-6-10 (min. 0-1-8), 2: Max Horz 2=97(LC 8) Max Uplift 10- 1697(LC 4), 2= 1836(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or le TOP CHORD 2-3=-7755/4127, 3-21 =-1 0454/5596, 21-22= 10 4-23= 1045415595, 23-24=-10454/5595, 5-24=- 25-26=-13298l7042,26-27=-13298/7042,6-27= 28-29=-13298/7042, 29-30=-13298/7042, 7-30= 31-32=10455/5591, 8-32- 10455/5591, 8-33= 9-34=-10454/5592, 9-10- 7785/4135 BOT CHORD 2-19=-3729/7061, 19-35=-3723/7038, 35-36= 3' - 18-37=-6605/12647, 37-38=-6605/12647, 17-3E 16-39= 6605/12647, 39-40= 6605/12647, 40-41 15-42=-6604/12649, 42-43=-6604/12649, 43-44 13-14=-6604/12649, 13-45=-6604/12649, 45-4E 12-47=-3725/7059, 47-48= 3725/7059, 11-48=- WEBS 3-19=-109/596, 3-18= 2071/4040, 4-18= 613/5, 5-15=-381/775, 6-15=-564/524, 7-15=-375/778, 8-12= 612/523, 9-12=-2042/4034, 9-11=-136/6( BRACING - TOP CHORD Sheathed or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. (min. 0-1-8) except when shown. 4/5596, 4-22= 10456/5597, 154/5595, 5-25=-13298/7042, 3298/7042, 6-28=-13298/7042, 3298/7042, 7-31= 10455/5591, 457/5593, 33-34= 10455/5593, Y7038, 18-36- 3723/7038, i605/12647, 16-17=-6605/12647, i605/12647, 15-41=-6605/12647, i604/12649, 14-44=-6604/12649, 5604/12649, 12-46= 6604/12649, 15l7059, 10-11=-3731/7084 5-18=-2539/1297, 5-16=0/423, 14=0/424,7-12=-2542/1297, 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 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 nosed as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1,�,11»1111 B 0 LOI��OI P'-. V'R ° PE IV . No 22839 A F s 41 �. iIlS vo • •°. O R IV..-* �``�� ss, �ONAg E ON 00 Watter'P. Finn PE,No.22839 MlTek USA, Inc. FL Cett 6634 8904-Parke East Bfvd: Tampa FL 33610 Date: - March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND )NCIC UDED MITEKREFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. Design vaild for use only with MITek® connectors. This design isi�ased only a truss system. Before use, the building designer must verity the applicability upon parameters shown, and Is for an Individual building component, not of design parameters and properly Incorporate this design into the overall �n building design. Bracing Indicated Is to prevent buckling of individual tr4ss web and/or chord members only. Additional temporary and permanent bracing WeW 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 o russ russ ype ;' ry Y T13546192 1388975-COLLINS-BRITTON CO3 - HIP GIRDER 1 2 Job Reference (optional) 0010 D.— o Builders FirstSource, Fort Piece, FL 34945 __' �' I D:9wPUZZHYikjE2?TMGw4KzW FTs-7Y?SCXVwoERSoi EJNI9vH0W IEAE1?hWyPvoDfzfl pN NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1697 lb uplift at joint 10 and 1836 lb uplift at joint 2. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") oe-nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided suffipient to support concentrated. load(s) 213 lb down and 320 lb up at 7-0-0, and 213 lb down and 320 lb up at 36-0-0 on top chord, and 308 lb down and 195 lb up at 7-0-0, hand 308 lb down and 195 lb up at 35-11-4 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 Inc Uniform Loads (pit) Vert: 1-3= 60, 3-9=-60, 9-10=-60, 2-10=-20 Concentrated Loads (lb) Vert: 3= 166(F) 9=-166(F) 19= 297(F) 11=-297(F) 21= 30=-110(F) 31=-110(F)32=-110(F) 33— 110(F) 34=-11 45— 50(F) 46=-50(F)47=-50(F)48==50(F) .25 10(F) 22=110(F) 23=-110(F) 24=-110(F) 25=-110(F) 26=-11 O(F) 27= 11 O(F) 28=-11 O(F) 29� 110(F) (F) 35=-50(F) 36=-50(F) 37=-50(F) 38= 50(F) 39= 50(F) 40=-50(F) 41=-50(F) 42= 50(F) 43� 50(F) 44=-50(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual buiding 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� ek° Mi iy 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, seeANSIlI 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 41ty Ply r T13546193 1388975-COLLINS-BRIT-N CA Corner Jack 18 1 Job Reference (optional) uuuaers i-irstsource, I -Orr Mace, t-L 34e40 2x4 11 B ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-46hSTgRiwrluulFv_wzi ino5zseDjA90JhRx5LzZ36S �-n-n Scale = 1:8.3 3 r r 5.00 f 2 2 i o 0 0 Q° 4 ST1.5x8 STP = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.00 2 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-111/Mechanical, 2=299/0-7-10, 4: Max Horz 2=72(LC 8) Max Uplift 3_ 111(LC 1), 2= 286(LC 8) Max Grav 3=140(LC 8), 2=299(LC 1), 4=18(LC 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=132mp GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; canti members and forces & MW FRS for reactions shown; Lumber E 2) This truss has been designed for a 10.0 psf bottom chord live Ir 3) ' This truss has been designed for a live load of 20.Opsf on the 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 F joint 2. PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., fer left and right exposed ; porch left and right exposed;C-C for L=1.60 plate grip DOL=1.60 i nonconcurrent with any other live loads. ittom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 111 lb uplift at joint 3 and 286 lb uplift at ,o$0 bjEF1,P,F/ ��P•�GEAfq .. No 22839 op &I OF S C2 �� ONAI i 0 Walter P. Fino PE No,22839 Wok USA, Inc. FL Cert 66M 6904-Perke:EasrBlvd. Tampa FL 33610 Date: March 20,2018 ® 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 verity the appilc building design. Bracing Indicated Is to prevent buckiing of Individual bllity of design parameters and properly incorporate this design Into the overall toss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and To prevent collapse with possible pe fabrication, storage, delivery, erection and bracing of trusses antl truss sonai Injury and property damage. For general guidance regarding the systems, seeANSI/TPI1 9uaiity 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 r Oty Ply T13546194 1388975-COLLINS-BRIT-N CJ2 Corner Jack 4 1 Job Reference (optional) nn10 Di Builders FirstSource, Fort Piece, FL 34945 2x4 = ST1.5x8STP= 8.210 5 reu 1220IBivilickindUSITIeS, a w. l ue mat cv , ,. +.ae� ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-46hSTgRiwrluulFv_wz1 inoJjseDjA90JhRx5Lzz36S 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 1 >999 240 TCDL 10,0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WE, 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=38/0-3-8, 2=29/Mechanical, 3=10/1 Max Horz 1=25(LC 12) Max Uplift 1=-12(LC 12), 2=-28(LC 12) Max Grav 1=38(LC 1), 2=29(LC 1), 3=19(LC 3) 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=132m GCpj=0.18; MWFRS (envelope) and C-C Comer(3) zone; can for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live 3) • This truss has been designed for a live load of 20.Opsf on thi 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 joint 2. Scale = 1:6.5 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., Ier left and right exposed ;C-C for members and forces & MW FRS rad nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 12 lb uplift at joint 1 and 28 lb uplift at ,' RP I ° FI O1i No 22839 +p ;. OF . OR I0�.•rr\� �°�ONAa �C��`• WalterR'Flnn PE No.22839 Mirek•USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS ANDI NCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10M12015 BEFORE USE. Design valid for use only with MITek6 connectors. This design B base. only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity the appll ab➢ity 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 r�p� y g� IYi� tell' 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 ' T13546195 1388975-COLLINS-BRIT-N CJ3 Corner Jack 10 1 Job Reference (optional) ouitoers rlrsi ource, Tarr rrece, rL 11+U-+D 2x4 11 0 5.00 12 2 — . I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-YI FggASKh9tlVvg5YeUGE_LHxFzRScPXYLAUenzZ36R 3-0.0 a` a ST1.5x8 STP = 3x8 = 3-0-0 J 4 Scale = 1:12.5 Plate Offsets (X Y)-- f1:0-2-2 0-1-0j (2:0-7-6 Edgel LOADING (pst) 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(ILL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=17/Mechanical, 2=305/0-7-10, 4=, Max Horz 2=105(LC 12) Max Uplift 3=-37(LC 12), 2= 222(LC 8) Max Grav 3=20(LC 22), 2=305(LC 1), 4=52(LC FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132 ph; TCDL=4.2psf; BCDL=5.Opsf; 11=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord liv I load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on I e 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 37 lb uplift at joint 3 and 222 lb uplift at joint 2. l E N SF .ne NO 22839 A F ` . .• 0 RI Walter P, Finn PE No.22838 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MI1-7473 rev. 10/012015 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 appllcability 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 possibiel 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 T13546196 1388975-COLLINS-BRIT-N CJ5 Corner Jack 9 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Mar 20 11:14:27 2016 Page 1 I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-OUpCuW TzST?c73Pl6L? W nCtShf HvB3fhn?w2ADzZ36O -2-0-0 5-0-0 2-0-0 5-0-0 Scale = 1:16.6 3 6 6.00 FIT o 'n N O N 2 T 2x4 11 4 A ST .5x8 STP = 3x8 = 5-0-0 5-0-0 Plate Offsets (X Y)-- I1:0-2-2 0-1-0) f2.0-7-6 Edgel 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) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=104/Mechanical, 2=359/0-7-10, Max Harz 2=152(LC 12) Max Uplift 3=-112(LC 12), 2=-208(LC 8) Max Grav 3=104(LC 1), 2=359(LC 1), 4=92(I 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=13; GCpi=0.18; MIW FRS (envelope) and C-C Comer(3)-2-0-01 ;C-C for members and forces & MW FRS for reactions shoe 2) This truss has been designed for a 10.0 psf bottom chord 11, 3) . This truss has been designed for a live load of 20.Opsf on 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 bean joint 2. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-15 cc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 cc bracing. ph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., I-0-0, Extedor(2) 4-0-0 to 4-11-4 zone; cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 load nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide plate capable of withstanding 112 lb uplift at joint 3 and 208 lb uplift at r No 22839 T`• •� Q' •�� Walter P. Finn PE No.22839 M Tek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not a trtm system. Before use, the building designer must verify the al�plicabillty building design. Bracing Indicated Is to prevent buckling of individual of design parameters and properly incorporate this design Into the overall truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible fabrication, storage, delivery, erection and bracing of trusses and personal Injury and property damage. For general guidance regarding the 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 T13546197 1388975-COLLINS-BRIT-N CJ51 Corner Jack 1 1 Job Reference (optional) nuuuers nrsloource, run riece, rL OwUwD 1 ua� a. 3x4 = ST1.5x8 STP = ID:9_w_PUZZHYikjF 2?TMGw41CzW FTs-UgNa5sUbDm7TID_Uf3W IJPOei3dCwWvq?fibigzZ36P 4.11-0 A-11-n 5.00 F12 2 3 Scale = 1:14.9 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) -0.03 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 15lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=183/0-6-10, 2=137/Mechanical, 3 E Max Horz 1=116(LC 12) Max Uplift 1=-59(LC 12), 2=-135(LC 12) Max Grav 1=183(LC 1), 2=137(LC 1), 3=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) orlless except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=13; GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; c for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6 2) This truss has been designed for a 10.0 pelf bottom chord li 3) ' This truss has been designed for a live load of 20.Opsf on 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 bead joint 2. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc puriins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., /er left and right exposed ;C-C for members and forces & MW FRS load nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide plate capable of withstanding 59 lb uplift at joint 1 and 135 lb uplift at ,e,��/lllll!/l��I ,,%��P�.�ER •.. No 22839 � � r s A F I�+ ss .... • \Ci %� -*-11�,pNpit 1111l E` ' Walter P. Finn PE.N0.22839 MiTek USA, Inc. Fl. Ce[t 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1II--7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is b�sed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify fhe,appllcab0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indididual 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 anal 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. LeelStreet, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type 1.0ty Ply T13546198 1388975-COLLINS-BRIT-N D01 Hip 1 1 Job Reference (optional) dullaers HTSI'Dource, r-or1 rllece, r-L J4y4b -2-0-0 , 6-9-14 o.c iva reu i<cuio en ii oy� jE27TMGw4KzWFTs-R3VKWXVfIONB_W8snT;D;, Vxzs7MOIt7Tz8inYzZ36N 30-0-0 36-2-2 43-0-0 8-6-0 6-2-2 6-9-14 Scale = 1:78.9 5.00 F12 6x81= 7x10 = 6x8 = 14 5 6 5x8 6x12 MT20HS 3 7 17 16 N 2x4 I I 2 I 8 UEAo x8 STP = 14 13 18 12 1t 10 9 4x6 = 4x6 = 2x4 5 = 3x8 = 4x6 3x6 = 2x4 II 6-9-14 13-0-0 21-6-0 30-0-0 36-2-2 43-0-0 6-9-14 6-2-2 8-6-0 8-6-0 6-2-2 6-9-14 Plate Offsets (X Y)-- 11:0-2-2 0-1-01 13:0-4-0 0-3-01 14:0-5-0 OC2-81 (5:0-5-0 0-4-81 16:0-5-0 0-2-81 (13:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.42 10-12 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.62 10-12 >831 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.21 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-6,4-5: 2x6 SP No.2, 7-8: 2x4 SP M 31 BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 4-12, 6-12 8-11: 2x4 SP No.1 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1848/0-7-10, 8=1701/Mechanica Max Horz 2=146(LC 12) Max Uplift 2=-746(LC 8), 8=-606(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3678/3096, 3-4— 3136/2741, 4-5= 3467/3189, 5-6=-3467/3189, 6-7=-3185/2881, 7-8=-3825/3522 BOT CHORD 2-14= 2694/3294, 13-14= 2696/3291, 12-13� 2105/2822, 10-12=-2133/2864, 9-10_ 3037/3450, 8-9= 3037/3454 WEBS 3-13=-550/652, 4-13=-220/464, 4-12_ 673/910, 5-12=-618/742, 6-12=-583/868, - 6-1 0358/496, 7-10=-645/1003, 7-9= 2/253 = NOTES- i0 DER P, F /� �y 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511t; Cat. II; Exp C; Encl., e� ,`�i�•,..•••..°• ,�� 1 •'�G E N S �L �� GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-2-0-01to 4-0-0, Extedor(2) 4-0-0 to 42-11-4 zone; cantilever left and right �� V F•••°• �� exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,:•• No 22839 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord (live load nonconcurrent with any other live loads. - 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide "0 will fit between the bottom chord and any other members, with BCDL= 10.Opsf. �'p �, $ 41/ �/�� 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 746 lb uplift at joint 2 and 606 lb uplift at %� .• •: i.T •, Q;• plate !soG� •°• `�,� �R1 Q C? joint 8. ,.• %��e Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East' Blvd. Tampa FL 33610 Date: March 20,2018 Q WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED M7EK REFERANCE PAGE 11,1I1-7473 rev. 10/03/2015 BEFORE USE. Design vaild 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 appllcabUlty 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 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 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. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cdty Ply r T13546199 1368975-COLLINS-BRIT-N D02 Hip 1 1 Job Reference (optional) buimers t-irsisource, t-on niece, rL d4`J40 .-2-0-0 . 5-9-14 11-0-0 5.00 12 3x6 3 19 2x4 11 2 0 1 '5x8 STP = 17 4x6 = 2x4 II 6x12 MT20HS = 4 16 15 3x6 = 4x6 = I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-vF2jjtWTW hV2cgj3LB4Sx227uGSh7nhHhduFJ?zZ36M 24-11.7 32-0.0 37-2-2 1 43-0-0 6-10-13 7-0-9 5-2-2 5-9-14 Scale = 1:77.5 6x12 MT20HS = 2x4 15x8 = 5 6 7 3x6 8 v 9 Iv 0 14 13 11 10 06 = 12 5x8 = 3x6 = 3x6 = 2x4 II 4x6 = 5- -'411-0-0 18.0-9 24-11-7 3z-u-u 3/-Zf 2 -V-V 5 9 --14 5-2-2 7-0-g 6-16-13 7-0-9 5-2-2 5-9-14 Plate Offsets (X Y)-- f1:0-2-2 0-1-0] f4:0-9-0 0-2-4] 16:0-4-0 0-3-0] 17.0-9-0 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.52 13-14 >992 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.71 13-14 >720 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) 0.23 9 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 221 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except` 4-6,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1 70 1 /Mechanical, 2=1848/0-7-1( Max Harz 2=130(LC 12) Max Uplift 9=-635(LC 8), 2=-776(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) ( TOP CHORD 2-3=-3693/3073, 3-4=-3265/2806, 4-5=-386 7-8= 3333/2987, 8-9= 3877/3569 BOT CHORD 2-17= 2699/3309, 16-17=-2699/3309, 14-1 E 11 -1 3=-2304/3030, 10-11=-3108/3508, 9-1 C WEBS 3-16=-446/511, 4-16= 167/381, 4-14— 905/� 7-13=-816/1122, 7-11=-312/417, 8-11= 542 BRACING - TOP CHORD BOT CHORD WEBS less except when shown. 3434, 5-6=-3861/3434, 6-7=-3877/3485, = 2240/2967, 13-14=-2981/3889, = 3108/3508 170, 5-14= 434/526, 6-13=-477/519, Structural wood sheathing directly applied or 2-7-14 oc pudins. Structural wood sheathing directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-14, 6-14, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Extedor(2) 4-0-0 to 42-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 9 and 776 lb uplift at joint 2. I o/111111i/I1 VEER P NS+'•.2'. No 22839 Z ?� A F 4 • 418111010 Walter P, Rnn PE No.22839 Mfrek USA, Inc. R. Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Isl based only upon parameters shown, and Is for an Individual (wilding component, not a truss system. Before use, the building designer must verify ]he 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 popsibie 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. Loe Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T13546200 1388975-COLLINS-BRIT-N D03 Half Hip 1 1 Job Reference (optional) 0";7T rnA trine Inn T,a Mar 2011•14:?2201A Panel Builders FlfstSource, Fort Piece, I-L 3494b o.c i v s i G ,c �.. �.+ �.,, �,. �...............I ,• •... . -•- ••••-• -- • • • ..__ __ . _ _�_ . ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-NSc5xDX5H?dvDglFuubhUFblRgrjsAUQwHdprRZZ36L 2-0-0 4-9-14 9-0-0 15-10-10 22-7-9 29-4-7 36-1-6 43-0-0 2-0-0 4-9-14 6-10-10 6-8-14 6.8-14 6-8.14 6-10-10 Scale = 1:77.8 5x6 = 3x6 = 5x6 = 3x6 = 5x8 = 5x6 = 5.00 12 4 5 6 7 8 9 2x4 C 173 2x4 II 2 dI 1 ' . •x8 STP = 15 14 13 12 11 10 4x6 = 5x8 = Girl MT20HS = 3x6 = 6x8 = 5x6 = 34 11 15-10-10 22-7-9 29.4-7 36-1-6 43-0-0 9-0-0 6-10A10 6-8-14 6-8-14 6-8-14 6-10-10 Plate Offsets (X Y) (1.0 2 2 0 1-0j 14:0-3-0 0-2-4j f6:0-3-0 0-3-4) 18.0-4-0 0-3-0) 112:0-4-0 Edgel LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) 0.65 13-14 >790 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.89 13-14 >574 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix-SH Weight: 228 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 8-9: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 3-1-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-15, 8-12, 9-11 5-15,6-14,7-13,8-12,9-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1698/Mechanical, 2=1844/0-; Max Harz 2=247(LC 12) Max Uplift 10=-787(LC 9), 2=-81 O(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) TOP CHORD 2-3=-3634/3049, 3-4=-3424/2788, 4-5= 31 7-8=-4183/3406, 8-9=-2612/2113, 9-10=-1 BOT CHORD 2-15=-3022/3257, 14-15=-3725/4470, 13-1 11-12=-2161/2662 WEBS 3-15=-216/405, 4-15=-657/968, 5-15— 150 6-13= 210/365, 7-13=599/703, 7-12=-742 9-11=-2388/2954 less except when shown. 2675, 5-6= 4479/3727, 6-7— 4796/3928, 111395 -3942/4804, 12-13=-3406/4183, 207, 5-14=-69/391, 6-14=-376/259, 0, 8-12-1 437/1754, 8-11=-1311/1254, NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., • GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -2-01 0 to 4-0-0, Exterior(2) 4-0-0 to 42-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for real ctions shown; 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. 5) * This truss has been designed for a live load of 20.Opsflon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bi acng plate capable of withstanding 787 lb uplift at joint 10 and 810 lb uplift at joint 2. i JER P m� •.• G E N • No 22839 ••• i 4-.n 41/ Walter R'Finn PE Nc22839 WliTek;USA, Inc. FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This designlis 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 Ossible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusse and truss systems, seeANSVTPI 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 Y T13546201 13BB975-COLLINS-BRITTON D04 10ty HALF HIP GI�tDER 1 2 Job Reference (optional) _ ... -. ._ �__. ..._ .-, _.,..- a 210a Feb 9a 2n1a MiTeR Ina mtriac Inr. Tua Mar 2n 13,44*29 201E Paoe 1 Widors Firsraourue, Fuu neon, FL 34945 -• - - I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-4IILSHZVJzP6kPN 1 z3DJJNceGEw9u1 opzSUun7zZ100 2-0-0 7-0-0 12-10-4 18-10-4 24-10-4 30-10-4 36-10-4 43-0-0 2-0-0 7-0-0 5-10-4 6-0-0 6-0.0 6-0-0 6.0-0 6-1-12 Scale = 1:77.2 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6x8 2x II 7x10 = 5.00 12 NAILED NAILED NAILED NAILED 2x4 II 4x12 = 5x8 = 2x4 II 5x8 = NAILED NAILED NAILED NAILED NAILED 3 20 21 4 22 23 5 4n 24 25 6 26 27 7 288 29 9 30 31 10 on 2x4 I I 2 • dI 1 o x8 STP = 18 32 33 I7 34 35 16 36 37 15 38 14 39 13 40 41 12 42 43 11 5x6 = 2x4 I I NAILED 8x14 MT20HS = NAILED 2x4 NAILED NAILED 5xii NAILED NAILED 2x4 11 NAILED NAILED 5x12 NAILED 3x6 I I - Special NAILED NAILED NAILED NAILED NAILED 4x10 MT20HS — NAILED NAILED NAILED 7-0-0 12-10-4 18-10-4 24-10-4 30-10-4 36-10-4 43-0-0 7-0-0 5-10-4 6-0-0 6-0-0 6.0-0 6-0-0 6-1-12 Plate Offsets (X Y)-- 11:0-2-2 0-1-01 [2:0-4-5 0-0-31 (3:0-4-Oj0-2-2) 15:0-5-0 0-4-8j f11:0-4-4 0-1-8) 117:0-7-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.75 15-16 >684 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.99 15-16 >515 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.13 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 563lb FI"=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD Sheathed or 3-10-7 oc purlins, except end verticals. 13: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except' 3-17,5-17,5-15,7-15,7-12,10-12: 2x4 SP No. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=3352/Mechanical, 2=3380/0-7-10 (min- 0-1-8) Max Harz 2=196(LC 8) Max Uplift 11=-1721(LC 5), 2=1797(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 7681/4034, 3-20=-10929/5756, 20-2.=-10930/5756, 4-21 =-1 0932/5757, 4-22=-10930/5755, 22-23=-10930/5755, 5-23=-10930/5755, 5-24=-12713/6581, 24-25=-12713/6581,6-25=-12713/6581,q-26=-12713/6581,26-27=-12713/6581, 7-27=-12713/6581, 7-28=-6366/3275, 8-28=-6366/3275, 8-29=-6366/3275, 9-29=-6366/3275, 9-30= 6366/3275, 30-3� =-6366/3275, 10-31=-6366/3275, 10-11=-3204/1732 -BOT CHORD 2-18=-3757/6994, 18-32=-3752/6969, 32-33=-3752/6969, 17-33=-3752/6969, 1 `',1111I I � 0 to 17-34=-6735/12928, 34-35=-6735/1292816-35=-6735/12928, 16-36=-6734/12930, 36-37=-6734/12930, 15-37= 6734/12930'I 15-38=-5493/10639, 14-38= 5493/10639, 14-39=-5493/10639, 13-39=-5493/10639! 13-40=-5493/10639, 40-41= 5493/10639, % P&J� ... !�jq,,'}�j� ••I V 193/10639 ♦� •• G ENS Fes••• �I' 2-41=-54 ^WEBS I �� .� 40 3-18=-104/652, 3-17=-2246/4461, 4-17=-758/658, 5-17=-2222/1085, 5-16=0/506, • No 22839 •• 6-15=-652/592, 7-15=-1200/2288, 7-13=0/501, 7-12= 4714/2447, 9-12— 706/644, j 10-12= 3555/6917 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: a S Top chords connected as follows: 2x4 - 1 row at 0-9-0 pc, 2x6 - 2 rows staggered at 0-9-0 oc. 1, 0 •� ; •�(/ Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ij X\ • O ' 1 Q% 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 R �i, s •.; ........ 'ej; 's ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �I61®� NSA ��.� 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., WalterP. Finn PE No.22839 GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 MiTek USA, Inc. R. Cert 66M 5) Provide adequate drainage to prevent water ponding. 1 6904 Parke East -Blvd. Tampa FL 33610 6) All plates are MT20 plates unless otherwise indicated! Date: 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. March 20,2018 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 ® WARNING. Verily design parameters and READ MOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. llys designIls 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 stablllty and to prevent collapse with 1:�ossibie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusse 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.JLee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 oTruss I russ I yp ry ply T13546207 1388975-COLLINS-BRITTON D04 HALF HIP GIRDER 1 Z Job Reference (optional) Builders FirslSource, Fort FleCe, FL 34945 I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-41I LSHZVJzP6kPN 1 z3DJJ NceGEw9u 1 opzS Uun7zZ1 o0 NOTES- 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bean 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.2 12) Hanger(s) or other connection device(s) shall be provided 195 lb up at 7-0-0 on bottom chord. The design/selection LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-3=-60, 3-10=-60, 2-11=-20 Concentrated Loads (lb) Vert: 3=-166(B) 18_ 297(B) 17=-50(B) 4=-110(B) 5 22=-110(B) 23= 110(B) 24=-11 O(B) 25— 110(B) 26: 36=-50(B) 37=-50(B) 38=-50(B) 39=-50(B) 40=-50( I plate capable of withstanding 1721 lb uplift at joint 11 and 1797 lb uplift at joint 2. ) toe -nails per NDS guidlines. Ificient to support concentrated load(s) 213 lb down and 320 lb up at 7-0-0 on top chord, and 308 lb down and such connection device(s) is the responsibility of others. .25 .110(B) 16=-50(B) 6=-110(B) 15= 50(B) 13=-50(B) 7=-110(B) 9— 11O(B) 12=-50(B) 20= 11O(B) 21=-11O(B) 110(B) 27=-110(B) 28=-110(B) 29=-110(B) 30_ 110(B) 31=-110(B) 32=-50(B) 33=-50(B)34= 50(B) 35= 50(B) ) 41= 50(B) 42=-50(B) 43=-50(B) ® WARNING- Verify design parameters and READ NOTES ONI THIS AND INCLUDED M/TEK REFERANCE PAGE MI17473 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 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 �q eW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iYi 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 Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss A ty �2Jobeference(optional)13e8975-COLLINS-BRITTON T13546202 E01 N G JRDER 1 ,. \Ae�.]!11 C•l1r17n1R Dnnot Builders FirstSource, Fort Piece, FL 34945 2-0-0 3-2-1 5.00 F12 3X4 i 3 13 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-voltZPfatwt690gN 'o6LfVZuAxwyojA7CU61 DTLzZ1 mb 13.10-8 17-1-6 21-0-0 3-2-14 3-10-10 6x8 11 4X6 12 15 it 16 3x6 6 17 10 18 STP = LUS24 _ HTU26 HTU26 2x4 I I 7x10 = 1 0x1 6 MT20HS = 6x8 — 4x10 MT20HS i HGUS26-2 HTU26 Scale = 1:38.9 3X4 7 8 T 19 e • Io 9 ST1.5x8 STP = 2x4 11 4x10 MT20HS LUS24 3-10-10 7-1$ 3-10-10 3-1-8 10-6-0 3-4-8 13-1u-ts 3-4-8 Sri -a 3-2-14 ��-v-v 3-10-10 Plate Offsets KY)— f1:0-2-2 0-1-01 f2'0-4-5 0-2-01 f8:0-4-5 0-2-01 110.0-3-8 0-3-121 f12.0-3-8 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.28 11-12 >868 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.41 11-12 >599 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.86 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 256 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` 5-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=5743/0-7-10 (min. 0-2-6), 2: Max Horz 2=128(LC 31) Max Uplift 8=-2712(LC 9), 2— 2698(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1 TOP CHORD 2-3=-12948/5945, 3-4= 13476/6256, 4-5 7-8=-12636/5855 BOT CHORD 2-13=-5475/11800, 12-13=-5475/11800, 11-16=-4922/11216, 16-17= 4922/1121 E 9-18= 5310/11531,9-19=-5310/11531,E WEBS 5-11= 3413/7590, 6-11=-2376/1132, 6-1 4-11=-3965/2103, 4-12=-1850/3657, 3-1, BRACING - TOP CHORD Sheathed or 2-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. -10 (min. 0-2-6) or less except when shown. 10230/4637, 5-6= 10231/4630, 6-7= 12175/5470, 2-1 5=-5738/12418,11-15=-5738/12418, 10-17=-4922/11216, 10-18=-5310/11531, 19= 5310/11531 =-907/2113, 7-10=-366/431, 7-9=-292/381, =-499/771, 3-13=-4361299 •NOTES- 1) 2-ply truss to be connected together with 1Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 loc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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 Ehis design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates 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 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2712 lb uplift at joint 8 and 2698 lb uplift at joint 2. 9) Use Simpson Strong -Tie HGUS26-2 (20-1Od Girder,l8-1Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) D04 (� ply 2x6 SP) to front face of bottom chord. 10) Use Simpson Strong-Tle HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 9-0-12 from the left end to connect truss(es) D03 (1 ply 2x4 SP) to front face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-1od Girder, 1ji-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 11-0-12 from the left end to 13-0-12 to connect truss(es) D02 (1 ply 2x4 SP), D01 (1 ply 2x4 SP) to front face of bottom �� .�,•. GENg • ; Y 4� :• • No 22839 :9•• !TE OF s % ' &/ONAI E ;0`�� Walter P. Finn PE ND.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 oNy with Ml7ek6 connectors. This design is based only upon parameters shown. and Is for an Individual funding component, not �' a fnus 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 thus systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke rest Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss TypI . Q� y , T13546202 1388975-COLLINS-BRITTON E01 COMMON JIRDER 1 Z Job Reference (optional) Builders FirsiSOUrCe, Fort Piece, FL 34945 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-vollZPfatwtC90gW ogLfVZuAxwyojA7Cu61 DTLzZ1 mb NOTES- 12) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, connect truss(es) A07 (1 ply 2x4 SP), A06 (1 ply 2x4 SP) to 1 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided st. design/selection of such connection device(s) Is the respons LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate jle Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 15-0-12 from the left end to 17-0-12 to face of bottom chord. 1t to support concentrated loads) 552 lb down and 378 lb up at 19-0-12 on bottom chord. The of others. .25 Uniform Loads (pif) i Vert: 1-5_ 60, 5-8= 60, 2-8=-20 Concentrated Loads (lb) Vert: 9=-424(F) 12= 3332(F) 15=-11 78(F) 16=-1681(F) 17=-1681(F) 18= 422(F) 19=552 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 1010312e1S 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 inrss system. Before use. the building designer must vefify 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,� 4 11/I� e W Is always recldred for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of frpsses 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 T13546203 1388975-COLLINS-BRIT-N E02 Common 11 1 ,. ... ,. - �_� Job Reference (optional) .,. ,.,.. ,. ��.-r_. _�.._,...-- i-- ',-.... AA,.. nn A �.A A.nn nn10 ❑nnn i CUIIuels rilbioVulue, r.1k Atli:., rL..... Jm?LxSXtggbXzZ36E 2-0-D 4.0.0 2-10-4 1-9-7 -5- 1-5-0 1-5-0 6-5-5 1-9-7 ' 2-104 4-0-0 2-0-0 ' Scale = 1:42.7 5x6 = 5.00 F12 3x6 = 7 3x6 = 6 8 ¢xs I I 4x6 11 4x6 I 5 76 9 4x6 zzz- 2x4 4 I 2x4 11 10 2x4 i 19 20 11 3 I 12 2 2x4 II 2x4 II 13 Ia 1 1s 21 22 14 ° t o STP = ST1.5x8 STP = 5x6 = 3x4 = 7x10 = 5x6 = 4.0-0 6-10- 14-1-12 17-0-0 21-0-0 4-0-0 2-10-4 7-3-8 2-10-4 Plate Offsets (X Y) f1:0 2 2 0 1 01 f2-0-4-13 00-31 f4:0-3=0 Edge) f5:0-5-9 Edge) f9'0-5-9 Edge], f1003-0 Edge) f12:0-4-13 0-0-31 f13:0-2-2 0-1-01 f14:0-3-8 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.15 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.37 14-15 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.07 14-15 1212 360 Weight: 127 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 *Except' 1-4,10-13: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.2 *Except* 11-14,3-15,7-16: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1227/0-7-10, 12=1227/0-7-1 Max Horz 2= 105(LC 17) Max Uplift 2=161(LC 12), 12=-161(LC 1: Max Grav 2=1320(LC 2), 12=1320(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 TOP CHORD 2-3=-2738/1153, 3-5= 2457/922, 5-6= : 9-11 =-2457/922,11-12=-2738/1153 BOT CHORD 2-15= 866/2468, 14-15— 468/2174, 12- WEBS 6-16=-2567/795, 8-16=-2567f795, 9-14 3-15=-378/493, 7-16=-59/278 BRACING - TOP CHORD BOT CHORD or less except when shown. V976, 6-7=0/367, 7-8=0/367, 8-9=-2090/976, 11-14=-378/493, 5-15=0/848, Structural wood sheathing directly applied or 3-1-0 oc puffins. Structural wood sheathing directly applied or 9-9-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vastl=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 3-11-11, Exterior(2) 3-11-11 to 10-6-0, Comer(3) 10-6-0 to 16-6-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.0Ib AC unit load placed on the bottom chord, 10 6-0 from left end, supported at two points, 2-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-16, 8-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 2 and 161 lb uplift at joint 12. 1 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. I 1,P,F ♦♦� �..• \G,ENS ••; Y ��. ♦♦ �• No 22839 s � a i s 3 S • O 1 ��,♦ .,��s . R• •,.•• 11 4;; fO NAI E�,,N Walter P.'Rnn PE No.22839 MfTek dSA, Inc. FL Cert 66M 6904 Parke East 810. Tampa FL 33610 Date: March 20,2018 I ® 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 orgy upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must Verify the applicability of design parameters and property Incorporate 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 r Qty Ply T13546204 1388975-COLLINS-BRIT-N E03 Hip 1 1 Job Reference (optional) buimers rtrstauuice, rur r nece, r1 -- -2-0-0 5-8-11 5.00 F12 2x4 3 13 2 2x4 11 o f e e e .5x8 STP = 3x8 = ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-8_56cyd6OSemB3vnMakZpxwfuubokwZbmXZE7zzZ36D 4x6 = 4x6 = 4 5 10 9 3x4 = 6x6 = 2x4 G 6 14 7 ST1.5x8 Stl 3x8 = Scale = 1:43.5 LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 I CSI. TC 0.93 BC 0.71 WB 0.15 Matrix-SH DEFL. in Vert(LL) -0.16 Vert(CT) -0.34 Horz(CT) 0.04 (loc) I/defl L/d 2-10 >999 240 2-10 >723 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 5-7-15 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=954/0-7-10, 7=954/0-7-10 Max Horz 2=-94(LC 13) Max Uplift 2=-393(LC 8), 7=-393(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (1 ) or less except when shown. TOP CHORD 2-3=-147211334, 3-4=-1188/1074, 4-5=-1060/1041, 5-6=-1188/1074, 6-7= 1472M335 BOT CHORD 2-10— 1051/1288, 9-10=-645/1060, 7-9 j-1001/1288 WEBS 3-10=-318/497, 4-10— 204/307, 5-9=-205/307, 6-9= 318/498 NOTES- 1) Unbalanced roof live loads have been considered for 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vas GCpi=0.18; MW FRS (envelope) and C-C Comer(3) - •C-C for members and forces & MW FRS for reaction: 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom C 5) ' This truss has been designed for a live load of 20.0 . will fit between the bottom chord and any other meml 6) Provide mechanical connection (by others) of truss tc joint 7. his design. 1=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., -0-0 to 4-0-0, Exterior(2) 4-0-0 to 23-0-0 zone; cantilever left and right exposed shown; Lumber DOL=1.60 plate grip DOL=1.60 ord live load nonconcurrent with any other live loads. ,sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ers, with BCDL = 10.0psf. bearing plate capable of withstanding 393 lb uplift at joint 2 and 393 lb uplift at EIV�''• /N2lo No 22839 e. 44/ �• A. F 00 N� A,10 WalterR. Finn PE No.22839 MiTek USA, Inc. FL cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTESION THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. Design valld for use only with MITekO connectors. TNs 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 Qty Ply T13546205 1388975-COLLINS-BRIT-N E04 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-0-0 a.Z1U 6 t-el) lZ ZU10 NII 1 eK rnausrnes, mU. I UC Mar GV 11. tY I cV io rage i I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-cBfVgl el9mmdpDU_wHFoL9SsulzmTLUI? BJ nfQZZ36C 21-0-0 1 23-0-0 , Scale = 1:43.6 Special 6x18 = 5x6 = NAILED NAILED NAILED 3 12 13 14 4 5.00 FIT I 2 m 5 2x4 II6 2x4 11 Iv 1 r 9 15 16 8 0 7 • r — .5x8 STP= 2x4 II NAILED NAILED 5xG WB= 3x4 — ST1.6x8 — 3x6 = NAILED 3x6 = Special Special 7-0-0 14-0-0 21-0-0 7-0-0 I 7-0-0 7-0-0 Plate Offsets (X Y)-- I1:0-2-2 0-1-01 f2:0-0-6 Edgel f3:0-4-0 0-2-21 f5:0-0-6 Edgel f6:0-2-2 0-1-01 LOADING (pst) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.18 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.38 7-9 >637 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(CT) 0.07 5 r1/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 103 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except I TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc puffins. 3-4: 2x6 SP M 26 I BOT CHORD Structural wood sheathing directly applied or 5-9-7 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1714/0-7-10, 5=1714/0-7-10 Max Horz 2=76(LC 12) Max Uplift 2= 1026(LC 4), 5=-1026(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3409/2023, 3-4=-3028/1923, 4-5=-3414/2025 BOT CHORD 2-9=-1802/3049, 7-9=-1798/3023, 5-7=i1752/3054 WEBS 3-9= 66/777,4-7=-811780 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �1ie 111 111®Il/�� 3) Provide adequate drainage to prevent water pondingi ,�� IeFl P 4) This truss has been designed for a 10.0 psf bottom chhord live load nonconcurrent with any other live loads. �o ...... 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 ES' ♦ '� G IV ti will fit between the bottom chord and any other members. ,�� •.� • �i�' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1026 lb uplift at joint 2 and 1026 no uplift ;` No 22839 at joint 5. 7) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down and 355 lb up at 7-0-0, and 240 lb down and 355 lb up at 14-0-0 on top chord, and 320 lb down and 193 lb up at 7-0-0, and 320 lb down and 193 lb '4 % up at 13-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. ., S 9) In the LOAD CASE(S) section, loads applied to thelface of the truss are noted as front (F) or back (B).41bLOAD CASE(S) Standard 1) Dead + Roof Liv (e (balanced): Lumber Increase=1.25, Plate Increase=1.25 ONUniformAL��`�, Vert: 1-3=-60, 3-4= 60, 4-6= 60, 2-5— 20 I Walter P.'Fihn PPE E NoB . 2. 2838 Concentrated Loads (lb) Vert: 3= 193(B) 4= 193(B) 8=-46(B) 9= 293(B) 7=-293(B) 12= 137(B) 13= 137(B) 14=-137(B) 15=-46(B) 16= 46(B) Mffek USA, Inc. FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 � Date: March 20,2018 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7073 rev. 10N32015 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 iwlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oflfrusses and truss systems, seeANSVTPI1 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 ' I Qty Ply T13546206 1388975-COLLINS-BRIT-N EJ2 Jack -Open 4 1 Job Reference (optional) timaers rlrsiaource, ion rrece, rL a4awD I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-YZnFF Vf?hNOL2W dM2iiGQZYB46oAxJV2SVoukIzZ36A 2-0-0 11-9-0 0-1-8 3 4 2x4 II n v 0 5.00 12 2 0 o 1 2x4 11 I 3x8 = 5 2x4 11 1-10-8 Scale = 1:10.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.01 5 >999 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 4=4/Mechanical, 2=260/0-1-8 Max Harz 2=87(LC 8) Max Uplift 4=-3(LC 13), 2=-208(LC 8) Max Grav 4=46(LC 8), 2=260(LC 1) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 i(1b) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) VI GCpj=0.18; MWFRS (envelope) and C-C Comer(3) for reactions shown; Lumber DOL=1.60 plate grip C 2) This truss has been designed for a 10.0 psf bottom 3) ' This truss has been designed for a live load of 20. • will fit between the bottom chord and any other men 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss 6) Provide mechanical connection (by others) of truss joint 2. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., cantilever left and right exposed ;C-C for members and forces & MW FRS 1.60 J live load nonconcurrent with any other live loads. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide bearing plate at joint(s) 2. bearing plate capable of withstanding 3 lb uplift at joint 4 and 208 lb uplift at ,,�ER'P, ENS No 22839 sir; :1kr �� •fir r : � Walter P,• Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 10/032015 BEFORE USE. -- Design valid for use only with MITek® connectors. TNsidesign Is based only upon parameters shown, and Is for an Individual balding component, not �9 a truss buildg desig em.BeBrac g indicated building perthe buckling of Indivithe dual truss of web and/or chord memben parameters and rs onllyy. dditirty onall temporarate this ry andInto to preventdesigner manentt bracing g� i�� R• is always required for stability and to prevent collapT' with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. dellvery, erection and bracing f trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instituted 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type r Wty Ply T13546207 1388975-COLLINS-BRIT—N EJ3 Jack -Open 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2X4 11 t1.210 s reo 122018 rvaben muusules, MO. Iue viar 20 11.14:w20,o Faye ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-OILdSKgdShBCggCZbQpVzn4LDW42glsBh9XRGkzZ369 3-0.0 3 5.00 112 0 2 N 4 Q� ST1.5xB STP = 3X8 = 3-0-0 Scale = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=15/Mechanical, 2=307/0-8-0; 4=26/Mechanical Max Horz 2=105(LC 12) Max Uplift 3=-36(LC 12), 2= 273(LC 8), 4=-37(LC 8) Max Grav 3=19(LC 22), 2=307(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250,(lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc puffins. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 3, 273 lb uplift at joint 2 and 37 lb uplift at joint 4. I I �,ieFk P. • .... I I No 22839 'cc— S •�. OR 19 •. �j\ e�� NAL Waller'P. Finn PE No.22839 MfTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 I WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. -- Design valid for use only with MITek® connectors. Ttds 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 parametersand 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 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 19uailby 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 I Qty Ply T73546208 1388975-COLLINS-BRIT-N EJ4 Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-0-0 5X6 i 8.210S Feb IL LV la IYII I BK IIIUUJl11tlD, W10. I G Ivinl a I I. I-r.agU ID:9_w_PUZZHYikjE2?TMGw4KzWFrs-Vyv?gghFD?G3Hgn197KkV_dbwvLzPCSKvoH?pBzZ368 4 3x8 II in 1` 0 5.00 F12 5x8 2x4 11 3 Q 5 Q. 3x4 = ST1.5x8 STP = 0-9-03x6 {l 2-10-0 5_ _5 2-1-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.53 BC 0.52 WB 0.04 Matrix-SH LUMBER- I TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP N0.2 *Except' I 5-6: 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 6=412/0-6-10, 4=-93/Mechanical Max Harz 6=11 O(LC 12) Max Uplift 6— 250(LC 12), 4=-93(LC 1) Max Grav 6=412(LC 1), 4=42(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 3-6= 394/957 WEBS 3-5=260/190 Scale = 1:14.2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(CT) -0.00 6 >999 180 Horz(CT) 0.00 4 n/a n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 NOTES 1) Wind: ASIDE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottomlchord 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 melinbers. -4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 6 and 93 lb uplift at joint 4. 6) Gap between inside of top chord bearing and firstidiagonal or vertical web shall not exceed 0.5001n. R'P C E IV •'•��i �i No 22839 e a 0e.. A � S�0 0 Walter P. Finn PE No.22839 Mirek USA, Inc. FL Gert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: March 20,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/201S BEFORE USE Design valid for use only with MITekO connectors. Mils design Is based only upon parameters shown. and Is for air Individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate tI11s 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. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r city Ply r T13546209 1388975-COLLINS-BRIT-N EJ7 Jack-Ope �34 1 Job Reference (optional) Builders FirstSource, y '_dVzvM?PC6KvoH?pBzZ368 Scale=1:20.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.2 TC 0.91 Vert(LL) 0.10 2-4 >820 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 2-4 >448 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI20141 Matrix-SH Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=170/Mechanical, 2=428/0-7-10, 4=70/Mechanical Max Harz 2=198(LC 12) Max Uplift 3=-156(LC 12), 2=-211(LC 8) Max Grav 3=170(LC 1), 2=428(LC 1), 4=120(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vuit=170mph (3-second guIo Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -2-0-0 to 4-0-0, Extedor(2) 4-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3 and 211 lb uplift at joint 2. i i I NO 22839 0 �• A F &/0 N A, ��♦♦ Walter P. Finn PE No22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/012015 BEFORE USE Design valid for use only with Miteke connectors. This design Is based only upon parameters shown, and Is for an IndMdud building component, not � a truss system. Before use, the building desibner 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. Addlltonai 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r apy Ply T13546210 1388975-COLLINS-BRIT-N EJ21 Jack-Operl 2 1 Job Reference (optional) ...I.. 1.. I.— ne or— 11.1 A•Aq OnIn Pnnc 1 umiaerS rlfSttsource, rort Mece, rr_ a'+a4o I D:9_w_PUZZHYikjE2?TMGw4KZW FTs-YZnFF_f?hNOL2W dM2ilGOZYMd6oAxJV2SVoukizZ36A 1-9-0 1-10-$ r 1-9-0 1-8 Scale = 1:8.4 2 3 6.00 FIT 2x4 II i n I n 2x4 = 2x4 11 LOADING (psf) SPACING- 2-0-6 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.01 Horz(CT) -0.00 3 Wet n/a BCDL 10.0 Code FBC2017/TP120114 Matrix-P Weight: 6 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc pudins. BOT CHORD 2x4 SP No.2 I BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=74/0-1-8, 3=69/Mech Inical Max Harz 1=45(LC 12) 1 Max Uplift 1_ 25(LC 12), 3— 47(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plateilgrip 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 otF'er members. 4) Refer to girder(s) for truss to truss connections. Provide mechanical connection late at 1. 6) Provide mechanical connection (by others) of truss to bearinof truss to g plate capable of withstanding 25 lb uplift at joint 1 and 47 lb uplift at ��,,�"a"",I )oint 3. (y )I 9 P P 9 P 1 P ``.� P��ER . �/� •�.••'cENs'•.; Y •• No 22839 .00.. ONAL I Walter P. Finn PE No.22839 Mfrek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 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 verity the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated is tolprevent 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 Inlury and property damage, For general guidance regarding the fabfication, storage, delivery, erection and bracing of trusses and tnfss 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 Typel i ©ty Ply T13546211 1388975-COLLINS-BRIT-N EJ71 JACK -OPEN 5 1 Job Reference (optional) ,.L I..A-- In -- •A-7n 11.1A-Ar 9n1R 13nna 1 i3maers t-irsibource, rort niece, r•L 34`J40 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-z8SOtOit_IOwv_Mxjgrz2CAfTJeH8fMU8SOYLdzZ367 3x8 = ST1.5x8 STP = 5.00 rl2 Scale = 1:19.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.15 3-5 >566 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.12 3-5 >670 180 BCLL 0.0 ' Rep Stress Ihcr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-MSH Weight: 27lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 I TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 l BOT CHORD Structural wood sheathing directly applied or 5-10-5 oc bracing. REACTIONS. (lb/size) 1=274/0-6-10, 2=158/Mechanical, 3=116/Mechanical Max Horz 1=159(LC 12) Max Uplift 1=-95(LC 12), 2=-143(LC 12), 3=-18(LC 12) Max Grav 1=274(LC 1), 2=158(LC 1), 3=145(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-0-0 to 6-0-0, Exterior(2) 6-0-0 to 6-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 95 Ib uplift at joint 1, 143 lb uplift at joint 2 and 18 lb uplift at joint 3. i I I `'CER'P,�,�� i No 22839 r ,r per: TE OFap ; w r�l is Walter P, Finn PE No.22839 Mfrek USA, Inc. R. Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71•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 bu➢ding 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, erecfion and bracing of trusses and truss systems, seeANSI/TPI l 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, Alexandtio, VA 22314. Tama, FL 33610 Job Truss Truss Typ IQty Ply T13546212 1388975-COLLINS-BRIT-N FG1 GABLE 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 6 t-ea 12 2018 MI I eK mausines, Inc. I ue mar zu 1 i :14:4I zul t1 rage 1 I D:9_w_PUZZHYikj E2?TMGw4KzW FTs-RKOm4LiVlcW nX8x8HYMCbPizej8Ct4TdN6m5t3zZ366 5-9-3 J 2x4 11 11 4 12 Sx6 4x6 i 2x4 I 13 7 10 9 2x4 II 3x4 = Scale = 1:17.3 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0=0 Plate Grip DOL 125 Lumber DOL 125 Rep Stress Incr NO Code FBC2017fTP12014 CSI. TC 0.39 BC 0.08 WB 0.14 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) n/a n1a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 8 rila n/a PLATES GRIP MT20 244/190 Weight: 38lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 2 REACTIONS. (lb/size) 8=146/5-9-3, 10=222/5-9-3, 9=502/5-9-3 Max Uplift 8=-67(LC 9), 10=-197(LC 4), 9_ 418(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All fortes 250 (lb) or less except when shown. WEBS 2-4=-413/445,5-9=438/461 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secondigust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantileverlleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuls qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 'S) 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). I VR P � 7) Gable studs spaced at 2-0-0 oc.`'• loads ,e�� • • •.. /� 4� G E N �/ �i� 8) Concentrated from layout are not present in Load Case(s): #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 ♦� V 1. •' s+'• ; 0 - Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel. �� ; V� F• !• 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � No 22839 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 fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 8, 197 lb uplift at joint 10 and 418 lb uplift at joint 9. ( fl e e 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .13 • T E OF [r:/ •.• ((/`� 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 319 lb up at �00 1-3-10, and 199 lb down and 319 lb up at 3-3-10, and 42 lb down and 42 lb up at 5-3-10 on top chord. The design/selection of ♦ !� • 4 Q Q;•�� '�j�s 0 such connection device(s) is the responsibility of others. R , . ``�? a ,%% %`, LOAD CASE(S) Standard IS�O N A' 08 1) Dead+ Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Walter P, Finn PE No.22839 Vert: 8-10= 20, 3-6= 60, 6-7— 60 MTek USA, Inc. FL Cert 6634 Concentrated Loads (lb) 1 6904 Parke East Blvd: Tampa FL 33610 Vert: 11=-199 12=-199 13- 35 Date: March 20,2018 ® WARNING- Verify design parameters'and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-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. Addlllonal temporary and permanent bracing MOW Is always required for stability and to,prevenl collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r ©ty Ply T13546213 1388975-COLLINS-BRIT-N G01 Hip Girde 1 1 Job Reference (optional) T M 20 11 14a46 2018 Pa el Builders FirstSource, Fort Piece, FL 34945 -2-0-0 2x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 5.00 12 .Jx8 STP = 3x4 = SPACING - Plate Grip DOL Lumber DOL Rep Stress Incr Code FBC2017 REACTIONS. (lb/size) 2=452/0-8-0, 5=452/028-0 Max Horz 2= 43(LC 9) Max Uplift 2=-501(LC 4), 5=-501(LC 5) 8.210 s Feb 12 2018 MITek IndUStrles, Inc. ue at g ID:9_w_PUZZHYikjE2?TMGw4KZW FTs-vXa8lhj8W weeSHW KgFtR7dF847SAcZ2ncmVfPWzZ365 6-2.0 9.2-0 11-2-0 a-�-n 3-0-0 2-0-0 2x4 = NAILED 2x4 II 4x6 = 2x4 II 4x6 = Special Special 3 Scale = 1:25.0 J 2x4 I I 6 6 13 7 6 6• 5 2x4 II NAILED 2x4 II ST1.5x8 STP = Special Special 3x4 = 9-2-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.41 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 BC 0.23 Vert(CT) -0.02 7-8 >999 180 WB 0.05 Horz(CT) 0.01 5 Na n/a Matrix-SH Weight: 48 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or B-10-5 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-610/539, 34— 513/507, 4-5= 609/540 BOT CHORD 2-8=-419/565, 7-8=430/570, 5-7=-420/565 NOTES- l 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 13) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. .6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 2 and 501 Ito uplift at joint 5. 7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 143 lb up at 3-0-0, and 175 lb down and 143 lb up at 6-2-0 on top chord, and 22 lb down and 121 lb up at 3-0-0, and 22 lb down and 121 lb up at 6-1-4 on bottom chord. The design%selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loadslapplied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 60, 3-4=-60, 4-6=160, 2-5=-20 Concentrated Loads (lb) I Vert: 3=37(B) 4=37(B) 8— 6(B) 7=-6(6) 13=-6(B) I E IV F i� :•. No 22839 do :13TE OF 4(J .0% ��i • ' 0 R 1 O • ,�� 11/111/1 WalterP. Finn PE No.22839 Mirek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verity design parameters iand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY--7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based oNy 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. Addltlonat temporary and permanent bracing MITek* Is always required for stability and tolprevent 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 t Qty Ply T13546214 1388975-COLLINS-BRIT-N G02 Common 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4-7-0 4-7-0 8.z1 u s Feb 1z zui a mu i ek indusuies, inc. i u. rviw zu r i s i4Aw cv i o ray. � I D:9_w_PUZZHYi kj E2?TMGw4KzW FTs-Nj 8W V 1 kmH Dm UmRSW OzPgggoArXmvL?_wgQFCyyzZ364 9-2-0 1 11-2-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid TCLL 20.0 Plate Grip DOL 1125 TC 0.98 Vert(LL) 0.05 4-6 >999 240 TCDL 10.0 Lumber DOL 155 BC ' 0.32 Vert(CT) 0.04 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=480/0-8-0, , Max Harz 2=-56(LC 13) Max Uplift 2=-408(LC 8), FORCES. (lb) - Max. Comp./Max. Ten. - All 1 TOP CHORD 2-3— 408/1236, 3-4=-408/12 BOT CHORD 2-6=817/316, 4-6= 817/316 WEBS 3-6=-467/182 NOTES- 1) Unbalanced roof live loads have been cot 2) Wind: ASCE 7-10; Vult=170mph (3-secor GCpi=0.18; MWFRS (envelope) and C-C cantilever left and right exposed ; porch IE DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 I 4) ' This truss has been designed for a livejl will fit between the bottom chord and any 5) Provide mechanical connection (by othe' joint 4. I I i t I 9) 250 (lb) or less except when shown. Scale: 1/2'=1' PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Structural wood sheathing directly applied or 6-1-5 oc bracing. dered for this design. gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., omer(3) -2-0-0 to 4-0-0, Exterior(2) 4-0-0 to 4-7-0, Comer(3) 4-7-0 to 10-7-0 zone; and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber psf bottom chord live load nonconcurrent with any other live loads. oad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide other members. rs) of truss to bearing plate capable of withstanding 408 lb uplift at joint 2 and 408 lb uplift at 0% I f-R P. r F/ .* ENS :� ' �' �• •% �I :. No 22839 rc * .* +�; + TE OF 41/� ®i��,n •'off .O R Q P••��: 1111111101, Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6G34 6904 Parke East Blvd. Tampa IL 33610 Date: March 20,2018 ® WARNING -Verily destgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M17-7473 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 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. FL 33610 Job Truss Truss Type t Qty Ply T13546215 13BB975-COLLINS-BRIT-N HJ3 Diagonal Girder 2 1 fHip Job Reference (optional) I T M 20 11.14.50 201E Pa at Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 201 a MITek Industries, no. ue ar g I D:9_w_P UZZHYikjE2?TMGw4KzW FTs-rviuj NIO1 XuLObgiygwvC2KW 2w9r4TL434_mUOZZ363 -0.4.0 4-2.3 0 4-2-3 3.54 F12 NAILED NAILED 8 9 NAILED NAILED Scale = 1:13.3 LOADING (psf) SPACING- 2-60 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.31 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1:25 BC 0.09 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 i TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=14/Mechanical, 2=310/0-10-15, 4=14/Mechanical Max Horz 2=135(LC 4) Max Uplift 3=-51(LC 8), 2=-509(LC 4), 4=-68(LC 4) Max Grav 3=14(LC 1), 2=31 O(LC 1), 4=52(LC 3) I 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 GCpi=0.18; MWFRS (envelope); cantilever DOL=1.60 2) Concentrated loads from layout are not pre,, Dead + 0.6 MW FRS Wind (Pos. Internal) 41 3) This truss has been designed for a 10.0 psf 4) ' This truss has been designed for a live Ids will fit between the bottom chord and any of 5) Refer to girder(s) for truss to truss connect! .6) Provide mechanical connection (by others) 2 and 68 lb uplift at joint 4. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-' 8) In the LOAD CASE(S) section, loads applie It) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip ent in Load Case(s): #10 Dead + 0.6 MW FRS Wind (Pos. Internal) 3rd Parallel; #11 i Parallel. bottom chord live load nonconcurrent with any other live loads. d of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ter members. of truss to bearing plate capable of withstanding 51 lb uplift at joint 3, 509 lb uplift at joint d (0.148"x3.25") toe -nails per NDS guidlines. to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 8=71(F=35, B=35) 9=841F=42, B=42) I i I �... •cENs'• s ♦ \ No 228"39 � r ?�'9-:50F ap O O • At ftb rn�>Iat Walter P. Finn PE No.22839 MfTek USA, Inc. FL Cert 6634 6904 Parke East Will. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M117473 rev. 10/0.WOIS BEFORE USE. ' Design vaild for use only with 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 verity the applicability of design parameters and properly Incorporate this design Into the overall bulldfng 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/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. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type t aty Ply A T13546216 1388975-COLLINS-BRIT-N HJ4 Diagonal Hip Girder 3 1 Job Reference (optional) Builders FirstSour 4:aV 4v I a raye r T2434_mUOzZ363 Scale - 1:13.7 � 0•Q-6 3-11-5 0- 6 3-10-15 Plate Offsets (X,Y)-- (1:0-4-3,Edgel, (3:0-2-0,0-0-011 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1126 TC 0.69 Vert(LL) -0.04 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 11.25 BC 0.42 Vert(CT) -0.04 3-6 >999 180 BCLL 0.0 Rep Stress Incr INO WB 0.02 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017lrP12d14 Matrix-SH Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 *Except* 4-6: 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 5=45/Mechanical, 3=i78/0-10-9 Max Horz 3=115(LC 4) Max Uplift 3=-228(LC 4) Max Grav 5=82(LC 35), 3=378(LC 1) I • FORCES. (lb) -Max. Comp./Max. Ten. -All f Irces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-secondlgust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever] left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. Provide �,,�/11111 ,� -,EFI p ,` 5) mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 3. icates ♦ E ` NDS v.P �G N S .•�/ i�.0 . 7) In he LOADdCASE(S)1s section, oads)appli d to the face of thettru salls areper noted sgfr niines. t (F) or back (B). ``e��` No 22839 00 LOAD CASE(S) Standard I 0 1) Dead + Roof Live (balanced): Lumber Incrase=1.25, Plate Incrase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 3-6= 20 Concentrated Loads (lb) S 44/ Vert:9=65(F) si10;$S• •ORIVP••��': i,:O•.. ••• � i" hfill NAl E%%0 I Walter P. Rnit PE No.22839 MiTek USA, Inc. K Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use oNy with MITek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use, the buildind 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 oNy. Additional temporary and permanent bracing ��'�k" 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/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 Ty i oty Ply le T13546217 1388975-COLLINS-BRIT-N HJ7 Diagonal 1Hip Girder 5 1 Job Reference (optional) 8uuriers Firstsource, tort Mace, FL 34a40 I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-of gf83meZ883dvp535yN ITOk7klOYJ EM W OTsYHZZ361 9.10-1 1 Scale: 110=1' N I 5-2-9 4-7-8 Plate Offsets (X Y)-- fl:0-2-2 0-1-01 f2:0-2-8 0-0-01! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) -0.04 2-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1125 BC 0.47 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr iNO WB 0.30 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 9-0-2 oc bracing. WEBS 2x4 SP No.3 *Except* 9-10: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 4=140/Mechanical, 2_�93/0-10-7, 6=275/Mechanical Max Horz 2=228(LC 4) ! Max Uplift 4=-130(LC 4), 2=-503(LC 4), 6=-112(LC 6) Max Grav 4=140(LC 1), 2=493(LC 1), 6=285(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 659/372 BOT CHORD 2-7=-418/595, 6-7=-418/595 WEBS 3-6=-630/443 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., o GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Concentrated loads from layout are not present in Load Case(s): #10 Dead + 0.6 MW FRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind (Pos. Intemal),th Parallel. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and an� 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 130 lb uplift at joint 4, 503 lb uplift at joint 2 and 112 lb uplift at joint 6. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard i 1) Dead + Roof Live (balanced): Lumberllncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 2-5— 20 Concentrated Loads (lb) Vert: 11=71(17=35, B=35) 13�-70(F=-35, B=-35) 14=84(F=42, B=42) 15=3(F=2, B=2) 16=-50(F= 25, B=-25) ♦♦♦��,'C _R ,P j R zs ♦ �. .... No 22839 � r �� : &6:50, 141�t/ pN A' E ��♦ Walter R Rnn PE No.22839 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MlrEKREFERANCE PAGE MII-7473 rev. 10/0=015 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 MiTele 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 Ty e r Qty Ply T13546218 1388975-COLLINS-BRIT-N HJ41 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Mar 20 11:14:51 2018 Page 1 I D:9_w_PUZZHYi kj E2?TMGw4KzW FTs-J6GHwjIOorOC?I EvW OR81FtbyKQvpwbDlkkJOgzZ362 -0.4-0 , 2.4-15 4-2-3 0-4-0 2-4-15 1-9-3 Scale = 1:13.9 3X4 % I� 3.64 F12 NAILED 4 NAILED 9 2x4 II 2 1H 11 L__1 1. o 5x6 7�- I �° 10 62x4 II NAILED NAILED 2x4 13x6 - II I i j 4-2-3 4-1-13 Plate Offsets MY)-- I1:0-4-3,Edgel, f4:0-0-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.69 Vert(LL) -0.04 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.04 6 >999 180 BCLL 0.0 ' Rep Stress Incr 1NO WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 20 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. 4-6: 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 5=23/Mechanical, 3=369/0-10-9 Max Horz 3=115(LC 4) 1 Max Uplift 5=-14(LC 19), 3=-233(LC 4) Max Grav 5=59(LC 35), 3=36 I(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-396/270 BOT CHORD 3-6= 262/299 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 •2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry `tl111111/1/l Gable End Details as applicable, or consult qualified building designer as per ANSIrrP1 1. � �ER P 3) Gable studs spaced at 2-0-0 oc. ,t ``p.�•••....,• / 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 �� V •• •' C_E � S�•••°• ��= . 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 �� V� will fit between the bottom chord and any other members. •; 6) Refer to girder(s) for truss to truss connections. ; NO 22839 • . • 7) Provide mechanical connection (by oth rs) of truss to bearing plate capable of withstanding 14 lb uplift at joint 5 and 233 lb uplift at joint 3. 6) "NAILED" Indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). p �� S � G(/ LOAD CASE(S) Standard I sOT••. Q;.' • ��,' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ........ Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 3-6=1I20 Concentrated Loads (lb) Vert: 9=65(B) Walter P. Finn PE No.22839 I MITek USA, Inc. FL Qert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI7-7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with MITek9 connectors. lnls design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the brillding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Isla prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and tojprevent collapse with possible personal Injury and property damage. For general guidance regarding the 6i�iTc�k' 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 r Rty Ply � T13546219 1388975-COLLINS-BRIT-N V01 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 I 6.2 ry s ruu is 4v i o rva r un mu—ica, u 1 ue ,nar a -U� , ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-GUOI LPnGKSGwF3OHdpTcggy5VBCbHg5W 12D05jzZ360 2-0-0 200 I 5.00 F12 4x6 = 2 Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1i25 TC 0.05 Vert(ILL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 11.25 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 rVa n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 5 Ito FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins, I! BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 i BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=44/1-11-6, 3=44/1-11-6 Max Horz 1=26(LC 12) I Max Uplift 1=-15(LC 12), 3= 26(LC 12) 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1.60 pla(e grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ito uplift at joint 1 and 26 lb uplift at joint 3. I I I ��ei��eeero �` 5�.•• DENS ':V •� No 22839 S w` ♦♦♦ �`, O R, ♦��S'S/ONALE��``� Iejern�»ra�� Walter P. Finn PE No.22839 MfTek USA, inc. FL Cert 6634 6904 Parke,East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parametersland READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-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 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, erectlon 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 Tyge ; �ry rlY I r. T13546220 1388975-COLLINS-BRIT-N V02 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue Mar 20 11:14:53 2018 Page 1 ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-GU01 LPnGKSGwF30HdpTcggy?d8A6Hg5W l2DQ5jzz360 4-0.0 I 4-0-0 I(I Scale = 1:11.1 2 2x4 II 5.00 12 1 I o 0 2x4 � 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1,1.25 TC 0.42 Vert(LL) n/a rYa 999 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD i REACTIONS. (lb/size) 1=124/3-11-6, 3=124/3-11-6 Max Horz 1=73(LC 12) I Max Uplift 1=-43(LC 12), 3=-73(LC 12) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-110/312 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secor GCpi=0.18; MW FRS (envelope) and C-C for reactions shown; Lumber DOL=1.60 p 2) Gable requires continuous bottom chord t 3) This truss has been designed for a 10.0 p 4) ' This truss has been designed for a live I will fit between the bottom chord and any, 5) Provide mechanical connection (by other, joint 3. 1 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., )mer(3) zone; cantilever left and right exposed ;C-C for members and forces R MW FRS e grip DOL=1.60 bottom chord live load nonconcurrent with any other live loads. ad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :her members. of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 73 lb uplift at %%%!, IellF SJ •. C.E N'S No 22839 �s..•, p R >v . C� Walter R Finn PE No.22839 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITeko connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabUlty 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. Addilional temporary and permanent bracing p� IYYiTeW is always required for stability and tb 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 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. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type F city Ply T13546221 1388975-COLLINS-BRIT-N V03 Valley I 1 1 Job Reference (optional) utinaerS rlrsi source, t'Ori niece, t•L 04`J4a '4 a 0 ID:9_w_PUZZHYikjE2?TMGw4KZW FTs-khxPYlou5mOnsCzUBW_rNuV4MYQvOHLf_iyzd9zZ36? 6-0.0 6-0-0 2 Scale: 3/4°=1' LOADING (psf) SPACING- 2-6-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.81 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 11.25 BC 0.53 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017frP12614 Matrix-P Weight: 20 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=204/5-11-6, 3=204/5-11-6 Max Horz 1=119(LC 12) Max Uplift 1= 70(LC 12), 3=-12 I(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-179/332 1 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second GCpi=0.18; MWFRS (envelope) and C-C E for reactions shown; Lumber DOL=1.60 pl9 2) Gable requires continuous bottom chord be 3) This truss has been designed for a 10.0 ps 4) ' This truss has been designed for a live to will fit between the bottom chord and any o '5) Provide mechanical connection (by others) joint 3. I ist) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., :rior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS grip DOL=1.60 f bottom chord live load nonconcurrent with any other live loads. ad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ther members. of truss to bearing plate capable of withstanding 70 lb uplift at joint 1 and 120 lb uplift at R tP No 22839 ~ r O: OF1111110 Walter R Finn PE No.22839 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 rot a truss system. Before use, the building designer must verity 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, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPII Quallly 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 1 Oty Ply T13546222 1388975-COLLINS-BRIT-N VO4 Valley 1 1 Job Reference (optional) .. I.... T— ,..I.,. nA i�•i A•GG oa�a D�nn1 builders t-irstsource, t-on Mece, r-L 34`J4J I D:9_w_PUZZHYikj E27TMGW4KzW FTs-CtVnm4pXs3XeU MY91 DV4v52MkxrJlh3pDMi W 9czZ36_ 0-0 2x4 II Scale = 1:19.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .125 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL ' 25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 29 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=9877-11-6, 4=127 1-11-6, 5=343l7-11-6 Max Horz 1=165(LC 12) 1 Max Uplift 4=-75(LC 12), 5=-202(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All f I ces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/107 WEBS 2-5=-278/760 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-9-1 to 6-9-1, Exterior(2) 6-9-1 to 7-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord Bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Provide mechanical connection (by othels) of truss to bearing plate capable of withstanding 75 lb uplift at joint 4 and 202 lb uplift at joint 5. I r . No 22839 nnt++ Walter R Rno PE No.22839 Welt USA, Inc. FL Cert SW 6904-Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10MMOI5 BEFORE USE. Design valid for use only with maek® connectors. This design Is based orgy upon parameters shown, and Is for an Individual bus ding 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 MiT eW Is always required for stability and tb 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, seeANSUTPI t Quality Cdlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instihrle. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 01 Oty Ply a T13546223 1388975-COLLINS-BRIT-N V05 Valley 1 1 Job Reference (optional) Builders I-irst6ource, t-on Niece, t-L 34V4b o.0 v a rev is a i u wu i cn inuuo,1 moo' �,,.,. ..o �.�.., �.. �.. �.. ..y.. ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-CtVnm4pXs3XeUMYgIDV4v52JVxoKlhdpDMiW 9czZ36_ -0 Scale = 1:23.7 3x4 1 3x6 I I 4 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) TCLL 20.0 Plate Grip DOL 1�25 TC 0.52 Vert(LL) n/a TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a BCLL 0.0 ' Rep Stress [nor YES WB 0.25 Horz(CT) -0.00 4 BCDL 10.0 Code FBC2017/TP]2014 Matfix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 I BOT CHORD OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 1=129/9-11-6, 4=159/9-11-6, 5=440/9-11-6 Max Harz 1=212(LC 12) 1 Max Uplift 4=-93(LC 12), 5= 25I (LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-432/129 WEBS 2-5=-341/856 I/defl Lid n/a 999 n/a 999 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-9-1 to 6-9-1, Exterior(2) 6-9-1 to 9-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord gearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any, other members. 5) Provide mechanical connection (by othejs) of truss to bearing plate capable of withstanding 93 lb uplift at joint 4 and 259 lb uplift at joint 5. 1 I �•�,,�P��G E N � �Nti ♦♦ i No 22839 ' 0. ern++► Wafter R Rnn PE No 2839 MfTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameter end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev, 10/032015 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�ls to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA 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/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 ' Oty Ply T13546224 1388975-COLLINS-BRIT-N V06 Valley 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 I 8.210 s Feb 122018 MI I eK Industries, Inc. I ue Mar 20 11:14:b6 2U1 B Pagel I D:9_w_PUZZHYikjE2?TMGw4KzW FTs-g33AzOp9dNfV6W 7slxl JSJachLDvU BgyROR4g2zZ35z 1-6-3 3-0-6 1-6-3 IJ 1-6-3 I 5.00 12 3x4 —_ Scale = 1:5.8 2 3 I 1 I I + I� I r 0 0 2x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP112014 Matrix-P Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc puffins. BOT CHORD 2x4 SP No.3 I BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=61/3-0-6, 3=61/3I0-6 Max Horz 1=7(LC 16) 1 Max Uplift 1=-24(LC 12), 3=44(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - Alljforces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60,plate grip DOL=1.60 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1 and 24 lb uplift at joint 3. f I I I ,,,O�lllllll/!!l�ol ,�Pb C'E•1V W *-. �i i i No 22839 • fir:; ?�: • &k507F �<U Walter P. Finn PE No.22839 Mirek USA, Inc, FL Cert 6634 6904-Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- V.Hfy design pare l etem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-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 applicab0ity 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, erecllon 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 �2s TLABEL N'u`4E OFOLD 1 ROLLabelso I.D. SYSTEM FOR ROLLED DOCUMENTS Rollabels Junior For rolled documents to 11/z" Available in packs of 50 Rollabels Senior For larger rolls above 2" Available in packs of 50 ORDER FROM FO.0 900 ON CURVE l p a V3 Job Truss Truss Type 6 raty Ply ( .� ` T13546225 1388975-COLLINS-BRIT-N V07 Roof Special Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-1-11 2x4 i IF a.ztu s Feb i2 2CM6 ivii T eK il=birleti, nla, r Ve Mar cV r i[ lYaDl Gv 10 rage ID:9_w_PUZZHYikjE2?TMGw4KzW FTs-8GdYBmgnOhnMjgi3seYY?W7kGIZEDeE5ggBdDUZZ35y t-10-11 7-0-6 2x4 = 2X4 Scale = 1:13.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP1201'4 CSI. TC 0.25 BC 0.04 WB 0.05 Matrix-SH DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) 0.00 (loc) I/deft Ud n/a 999 n/a 999 5 rVa n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 I BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 2x6 SP No.2 I REACTIONS. All bearings 7-0-6. (lb) - Max Horz 1= 12(LC 17) lat Max Uplift All uplift 100 lb or less joints) 1, 4 except 6=-101(LC 9). 5=-101(LC 8) Max Grav All reactions 250 Ib or,iess at joints) 1, 4, 6, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-215/429, 3-5=-215/423 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpf=0.18; MWFRS (envelope) and C-C Corner(3) 0-9-1 to 2-1-11, Exterior(2) 2-1-11 to 6-3-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. • 4) Gable requires continuous bottom chord bearing. ,0��11t1 L'itll�, 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 36-0 tall by 2-0-0 wide ,`®0 .��R P • •.. `N `1 �...... will fit between the bottom chord and any other members. ,fie V .••E N S+ •• 4e **.i 0 �+ F•��. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) �! 6=101,5=101. 8) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. No 22839 '. 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 Plate Increase=1.25 i '. A F �✓� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Uniform Loads (plf) : ��'� •• Vert: 1-2= 60, 2-3=-110(f -50), 3-4=-60, 1-4=-20 ; �� i�T� •. P.• �� i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: J March 20,2018 ® WARNING - Verify design parameters and)READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-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 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. Addilional 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 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 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. - -I- For 4 x 2 orientation, locate plates 0- '1-0 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 INS Indicated by symbol shown and/or by text in the bracing section of the output —Uses 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 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-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 0 bracing should be considered. 0 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. a 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, presereative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, 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 Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, 'section-6.3 These truss designs rely on lumber values or less, if no ceiling Is installed, unless otherwise noted. established by offers---__ 15. Connections not shown are the responsibility of others. 16. o notcut or -alter truss member or plate without prior © 2012 MiTek® All Rights Reserved approval of an endin—eer.— - 17. Install and load vertically unless Indicated otherwise. - MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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.