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HomeMy WebLinkAboutTRUSS4 Lumber design val'uas are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 1377009-GEM-CHESSER - Site Information: Customer Info: GEM BLDRS Project Nai Lot/Block: Address: 1317 LONE PINE DRIVE City: FORT PIERCE Name Address and License # of Structu Name: Address: City: General Truss Engineering Criteria & Di Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf MITek USA, Inc. 6904 Parke East Blvd. ne: CHESSER Model: Tampa, Fl-33610-4115 Subdivision: State: FL ral Engineer of Record, If there is one, for the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.2 Wind Speed: 170 mph Floor Load: N/A psf This package includes 78 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and. this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules..,ej No. I Seal# I Truss Name Date I No. Seal# I Truss Name I Date 1 IT13598079IA01 3/26/18 118 11 T13598096 1 C04 3/26/18 12 1 T13598080 1 A02 1 3/26/18 119 1 T1 3598097 1 C05 1 3/26/18 13 1 T13598081 1 A03 1 3/26/18 120 1 T13598098 1 C06 1 3/26/18 14 1 T13598082 1 A04 1 3/26/18 121 11 T13598099 1 C07 1 3/26/18 5 1 T1 3598083 1 A05 1 3/26/18 122 11 T13598100 1 COS 1 3/26/18 6 IT13598084IA06 3/26/18 123 11 T13598101 C09 3/26/18 7 1 T13598085 A07 1 3/26/18 124 11 T13598102 1 CJ1 1 3/26/18 18 I T13598086 1 A08 1 3/26/18 125 11 T13598103 1 CJ2 1 3/26/18 19 1 T1 3598087 1 A09 1 3/26/18 126 11 T13598104 1 CJ3 1 3/26/18 110 I T13598088 J Al O 1 3/26/18 127 11 T13598105 1 CJ5 1 3/26/18 Ill I T13598089 J Al l 1 3/26/18 128 11 T13598106 1 CJ11 1 3/26/18 112 1 T1 3598090 1 Al 1 3/26/18 129 11 T13598107 1 CJ12 1 3/26/18 113 I T13598091 1 A13 1 3/26/18 130 11 T13598108 1 CJ31 1 3/26/18 114 I T13598092 I A14 1 3/26/18 131 11 T13598109 1 CJ32 1 3/26/18 115 1 T13598093 1 C01 1 3/26/18 32 11 T13598110 1 CJ51 1 3/26/18 116 1 T13598094 1 CO2 1 3/26/18 33 11 T13598111 1 CJ52 1 3/26/18 117 1 T13598095 1 CO3 1 3/26/18 134 11 T13598112 1 DO 1 3/26/18 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 design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. I eR P No 39 • p:•• STATE OF •: �40 NA oil 1 111104 Walter P. Arm PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 Finn, Walter 1 of 2 RE: 1377009-GEM-CHESSER - Site Information: Customer Info: GEM BLDRS Project Name: Lot/Block: Address: 1317 LONE PINE DRIVE City: FORT PIERCE CHESSER Model: � Subdivision: State: FL No. I Seal# Truss Name Date No. Seal# Truss Name Date 35 1 T13598113 1 D02 3/26/18 78 T13598156 1 V12 3/26/18 136 1 T13598114 1 D03 1 3/26/18 i 137 1 T13598115 1 D04 1 3/26/18 1 138 1 T13598116 1 D05 1 3/26/18 139 1 T13598117 1 E01 1 3/26/18 140 1 T13598118 1 E02 1 3/26/18 141 1 T13598119 1 E03 1 3/26/18 142 1 T13598120 1 E04 1 3/26/18 143 1 T13598121 1 EJ2 1 3/26/18 144 1 T13598122 1 EJ3 1 3/26/18 1 145 1 T13598123 1 EJ4 1 3/26/18 146 1 T13598124 1 ER 1 3/26/18 1 147 1 T13598125 1 EJ31 1 3/26/18 148 1 T13598126 1 EJ71 1 3/26/18 149 I T13598127 J EJ72 1 3/26/18 1 150 T13598128 1 GO 1 3/26/18 151 T13598129 1 G02 1 3/26/18 152 1 T13598130 1 G03 1 3/26/18 153 1 T13598131 1 G04 1 3/26/18 1! 154 1 T13598132 1 G05 1 3/26/18 155 1 T13598133 1 G06 1 3/26/18 156 1 T13598134 1 G07 1 3/26/18 1 157 1 T13598135 1 HJ2 1 3/26/18 158 1 T13598136 1 HJ3 1 3/26/18 159 1 T13598137 I HJ21 1 3/26/18 160 1 T13598138 1 HJ31 1 3/26/18 161 1 T13598139 1 HJ52 1 3/26/18 1 162 1 T13598140 1 HJ71 1 3/26/18 1 163 I T13598141 I L01 1 3/26/18 1 64 1 T13598142 1 PB01 3/26/18 65 1 T13598143 1 PB02 1 3/26/18 166 1 T13598144 1 PB03 1 3/26/18 167 1 T13598145 1 V01 1 3/26/18 168 J T13598146 1 V02 1 3/26/18 1 169 1 T13598147 1 V03 1 3/26/18 170 1 T13598148 1 VO4 1 3/26/18 171 1 T13598149 1 V05 1 3/26/18 1 172 1 T13598150 1 V06 1 3/26/18 173 1 T13598151 1 V07 1 3/26/18 174 1 T13598152 1 V08 1 3/26/18 1 175 1 T13598153 1 V09 1 3/26/18 176 1 T13598154 1 V10 1 3/26/18 1 177 I T13598155 1 Vi 1 1 3/26/18 1 2of2 Job Truss Truss Type , City Ply T13598079 1377009-GEM-CHESSER A01 HIP 1 1 Job Reference (optional) bunaers hlrst50urce, t-or niece, rL J4`J40 I D:rcJ P0140c?YPehxeU_io6xzNgS4-e34ggGhDLci 1 rpJ4tKcixA2B5SH?cZtGyor_tUzX2ff -2-0-0 1-2• 6-4-12 13-0-0 15-4.0 17-0-0 21-6.8 26-1-0 7-2- 34-6-0 1 6-4 43-1-o 45-1-0 2-0-0-2-12 6-7-4 2.4-0 1-Bi0 4-6-6 4-6-8 -1- 7-4-0 4-0-4 4.6-12 j Scale = 1:79.7 I 5x6 = 6.00 12 , 5x6 = 3x6 I I , 7 30 8 931 10 6 3x6 i 5x6 3x6 5- 5 11 4 VL 3x6 5x6 G 1232 5x6 i 3 29 m 1 20 13 '2o I ,4,r-. it 3x4 — 33 19 34 35 4 6 STP = 24 23 22 3x8 — 6x8 = 17 16 15 6x8 = ST,.&BSMPI i= 3x4 I I ST1.5x8 STP = US = 3x6 = 3x4 11 6x8 = 1.2-0 1 6-0-12 13-0-0 154-0 17-0-0 21-6-8 26-1-0 7-2- 34-6-0 341 0 2214 43-1-0 10 5-2-12 6-7-0 2d-0 1-8-0 4.6-e 4-6-8 -1 7-0-0 0-4 3-a-4 4.6-12 0-4-0 Plate Offsets (X Y)-- f2:0-4-2 0-3-01 f7:0-3-0 0-2-01 f9:0-3--0 0-2-01 (11:0-3-0 0-3-01 rl8:0-2-4 0-2-121 f20:0-0-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.11 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 19-20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.04 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 296lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 20-22,10-17: 2x4 SP No.3 10-0-0 oc bracing: 18-19,17-18. WEBS 2x4 SP No.3 j WEBS 1 Row at midpt 11-18, 7-21 OTHERS 2x4 SP No 3 SLIDER Left 2x8 SP 240OF 2.0E 3-3-9 REACTIONS. (lb/size) 23=1233/0-8-0, 16=1660/0-8-0, 2=511/0-8-0 Max Horz 2=213(LC 11) Max Uplift 23=-416(LC 12), 16=-857(LC 13), 2= 324(LC 12) Max Grav 23=1322(LC 25), 16=1660(LC 1), 2=519(LC 23} FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-442/584, 4-6=-13/515, 6-7=-101/582, 7-8=421/566� 8-9=-421/567, 9-10=-497/540, 10-11=-390/256, 11-12=-1825/973, 12-13=-1364/682 BOT CHORD 2-24=-302/322, 23-24=-302/322, 22-23=-283/73, 20-21=0/391, 18-19=0/632, 10-18=-349/682, 15-16=-560/1461, 13-15=-560/1461 WEBS 4-23=553/474, 21-23=-904/394, 6-21=-308/581, 8-19= 286/385, 16-18= 785/1872, 11-18=-1423/1053, 11-16— 1267/1688, 12-16_ 294/638, i2-15— 317/141, 7-21= 763/45, 7-19— 68/403, 9-18= 117/478, 9-19= 538/189 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=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterjor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 17-0-0, Exterjor(2) 17-0-0 to 34-5-1, Interior(1) 34-5-1 to 45-1-13 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 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=416,16=857,2=324. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev, 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , city Ply T13598080 1377009-GEM-CHESSER A02 HIP 3 1 Job Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 u.zl u s reb 1 z zuI is iviii ek industries, inc. rvron miar zo i 5:23; iv 2v r o raye i I D:rcJ POI40c?YPehxeU_io6xzNgS4-3emoSlj5dX4ciG2fZT9PZoghKfGdpwxjem3eUpzX2fc 2.4.0 ' ,3-8-0 ' 5-1-0 ' 3-1-0 ' 7-4-0 ' 4-0-4 14.6.12 ' 2-0-0 Scale = 1:81.1 5x6 = = 6.00 5x6 4x6 = 3x6 = 3x4 11 6x8 = 1.2.0 i 1 6-7-0 13-0.0 15-0-0 19-0-0 24-1-0 27.2-0 3A-6-0 34 1 -0 38-6-4 43-1.0 10- 5.5-0 6-5-0 2-0-0 3-8-0 5-1-0 3.1-0 7-0-0 0-4 0 3-8-0 4-6.12 Plate Offsets (X Y)-- f2:0-3-8 0-3-01 (7:0-3-0 0-2-01 (8:0-3-0 0-2-01 (18:0'-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.19 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.31 18-19 >827 180 BCLL 0.0 ' Rep Stress Incr YES WB 1 0.78 Horz(CT) 0.03 16 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 287 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* 20-22,9-17: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-6-14 REACTIONS. (lb/size) 2=551/0-8-0, 23=1170/0-8-0, 16=1684/0-8-0 Max Horz 2= 235(LC 10) Max Uplift 2=-293(LC 12), 23=-488(LC 12), 16=-861(LC 1 Max Grav 2=561(LC 23), 23=1170(LC 1), 16=1684(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excep TOP CHORD 2-4=529/521, 4-6=-124/355, 6-7=-430/511, 7-8=-405/5e 9-11=-433/199, 11-12=-1822/969, 12-13� 1366/684 BOT CHORD 2-24= 258/442, 23-24=-258/442, 18-19=0/542, 9-18=-31 13-15=-562/1463 WEBS 4-24=0/263, 4-23=-543/410, 21-23=-810/396, 6-21=-805 7-19=-167/255, 16-18— 767/1915, 11-18=-1412/1100, 1' 12-15=-317/141, 6-19= 368/44, 8-18= 121/568 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-19, 11-18, 8-19, 8-18 Then shown. 8-9=-523/463, 15-16=-562/1463, 6-19=0/509, 1296/1662, 12-16=-286/629, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 19-0-0, Exterlor(2) 19-0-0 to 24-1-0, Interior(1) 32-6-13 to 45-1-13 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 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 1'O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=293, 23=488, 16=861. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, A, lexandrta. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13598081 1377009-GEM-CHESSER A03 PIGGYBACK BASE 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MITek Industries, Inc. Mon Mar 26 13:23:21 2018 Page 1 I D:rcJ P0140C?YPehxeU_io6xzNgS4-? 1 tZt_IL99KKyaB1 guCte Dm l gTOjHq I?64YIZizX2fa 6--7-63--50.-00 44-00 -80-11 2-26-6--80 9-17-5 4350 _074 21 3 2 D-131 44 315-000-D0 2- TOP 425--01--00 CHORD UNDER PIGGYBACKS Scale=1:81.4 5x8 = TO BE LATERALLY BRACED BY 6.00 12 7 8 5x6 = PURLINS AT 2-0-0 OC. MAX. TYPICAL- 0 7I9 4.T o 0 uxt. — 6x8 = ST1.5x8 STP = 3x8 — 3x4 11 ST1.5x8 STIR = 4x6 = 3x6 = 3x4 11 6x8 = 1-2-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSL TC 0.75 BC 10.44 WB 0.79 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Lid -0.03 16-17 >999 240 -0.07 16-17 >999 180 0.03 16 n/a n/a PLATES GRIP MT20 2441190 Weight: 295lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 24-26,9-17: 2x4 SP No.3 6-0-0 oc bracing: 9-17 WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-23, 8-21, 11-19, 9-21 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-6-14 I REACTIONS. (lb/size) 2=538/0-8-0, 27=1333/0-8-0, 16=1533/0-8-0 Max Horz 2=235(LC 11) Max Uplift 2=-300(LC 12), 27=-515(LC 12), 16= 792(LC 13) Max Grav 2=546(LC 23), 27=1333(LC 1), 16=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-497/543, 4-6=-72/378, 6-7= 482/659, 7-8=-555/712, -9= 597/678, 9-11=-639/400, 11-12=-1590/805, 12-13=-1277/611 BOT CHORD 2-28=-271/385, 27-28=-271/385, 21-23=0/404, 20-21=0/516, 19-20=0/516, 9-19=-353/802, 15-16=-512/1369, 13-15=-512/1369 WEBS 4-28=0/257, 4-27=-541/409, 25-27=-960/570, 6-25=-950/ 169, 6-23=-64/577, 7-23= 291/121, 16-19=-675/1667, 11-19=-1308/1157, 11-i 6=-1202/1405, 12-16=-184/441, 9-21=-316/108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-31 Interior(1) 3-11-3 to 19-0-1, Exterior(2) 19-0-1 to 24-0-15, Interior(1) 32-6-12 to 45-1-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=300, 27=515, 16=792. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MI1­7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trims system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal inlury;and property damage. For general guidance regarding the MiTek` 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 I , Qty Ply T13598082 1377009-GEM-CHESSER A04 Piggyback Base i 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4x6 = 1-2-0 2.4.0 ' 3-8-1 5-0-14 5x8 = 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:23 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-xP?JI gmchmb2BuLQoJ ELjerJ2HhW IkllZ01 sdazX2fY 27-2-0 30-0-15 36.6-0 39-6-4 43-1-0 L2 0 2-10-15 6 ,6-,3-6-12 2-0-0 Sx6 = 6.00 F12 axti = 6x8 = 6x8 = 3x4 I 3x8 — ST1.Sx8 STP = 6x8 = 15.4-0 1 39.6-4 Scale = 1:81.4 I9 4— oI 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.08 21-23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 10.49 Vert(CT) -0.10 21-23 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 10.72 Horz(CT) 0.04 16 rUa n/a BCDL 10.0 Code FBC2017/TP12014 Matnx SH Weight: 297 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` I TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puffins. 7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 6-27, 7-23, 8-21, 11-19 24-26: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x 4 SP N 3 o. � SLIDER Left 2x8 SP 240OF 2.0E 3-4-13 REACTIONS. All bearings 12-6-0 except Qt=length) 16=0-8-0. (lb) - Max Horz 2=235(LC 11) Max Uplift All uplift 100 Ito or less at joints) except 2=-204(LC 13), 2B— 260(LC 12), 27=-567(LC 12), 16=-906(LC 13) j Max Grav All reactions 250 lb or less at joint(s) except 2=351(LC 23), 28=424(LC 23), 27=2066(LC 1), 27=2066(LC 1), 16=2093(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-175/285, 4-6=-104/415, 6-7=-1236/1102, 7-8— 1291/1162, 8-9— 1460/1185, 9-11= 1307/811, 11-12_ 1590/798, 12-13= 1266/619 BOT CHORD 21-23=-289/1095, 20-21=-355/1095, 19-20= 355/1096, 15-16= 518/1377, 13-15— 518/1377 1 WEBS 4-28=-288/377, 25-27= 1883/1076, 6-25_ 1875/1076, 6-23= 556/1484, 7-23= 891/443, 7-21=-221/455, 8-21=-457/296, 9-19=-561/936, 11-16= 1755/1704, 12-16=-172/437, 9-21=-445/244, 16-19= 678/1762, 11-19=-1687/1845 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 19-0-1, Exterior(2) 19-0-1 to 24-0-15, Interior(1) 32-6-12 to 45-1-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 2, 260 lb uplift at joint 28, 567 lb uplift at joint 27 and 906 lb uplift at joint 16. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 450 lb down and 426 lb up at 19-0-1, and 450 lb down and 426 lb up at 24-0-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Vediy design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon PUrameters 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 inlury,and property damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T13598083 1377009-GEM-CHESSER A05 Piggyback Base Girder 1 1 Job Reference o tional uullders FirstSource, Pon Piece, FL 34945 I a.c i v s Feu IL LV l a - I ell II Iuust Ies, Inc. Ivion IYlal cu w.ca.cv cv I o rage , ID:rcJP0140c?YPehxeU_io6xzNgS4-M_hSwhpU_hzd2L4?TRn2LHTsoUbLy501FLGW EvzX2fV -2-0-0 6-7-0 15-4.0 19.0.1 24-0-15 27-2.0 31.10-0 36-6-0 39-6.4 43-1-0 45.1-0 6-7-0 B-9-0 3-B-1 5-0-14 3.1.1 4-6-0 4-8-0 3.0.4 3-6-12 2-0-0 Scale = 1:81.4 5x8 = 6.00 12 5x6 = i 7 8 4x6 i 4x6 4x6 i 6 9 4x6 Q 5 10 3x6 G 1 5x6 11 3x6 4 5x6 � 34 5x6 i 333 i 12 m 5 4 20 19 _ `d 1 23 21 14.�1� 0 0 8 STP = 28 27 26 3x6 — -1-1 22 18 17 16 15 4 4x6 — 6x8 = 5x6 = 4x6 = 3x4 11 ST1.5x8 STP = 4x6 = 7x10 = 3x8 _ 6x8 = 39.E-4 Plate Offsets (X Y)-- f2:0-4-2 0-3-01 [5:0-3-0 Edge]17:0-6-0 0-2-8) i8:0-4-0 0-2-81 f10:0-3-0,Edgel,119:0-5-12,0-4-01,125:0-/-U,U-4-121 LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) 0.27 26-27 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 �0.87 BC 0.93 Vert(CT) -0.36 26-27 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.17 16 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix i SH Weight: 305 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc puffins. 7-8: 2x4 SP M 31, 1-5,10-14: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 9-17 6-27,9-17: 2x4 SP No.3, 22-25: 2x4 SP No.1 WEBS 1 Row at midpt 25-28, 6-23, 7-21, 11-19 WEBS 2x4 SP No.3 `Except' 25-28,4-25,16-19,11-19: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 3-4-13 REACTIONS. (lb/size) 16=2827/0-8-0, 2=1987/0-8-0 Max Horz 2=235(LC 11) Max Uplift 16=-994(LC 13), 2=-739(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3520/2193, 4-6=-3670/2361, 6-7=-2914/2038, 7-8=-2311/1803, 8-9=-2655/1896, 9-11=-2247/1535, 11-12=-1082/797, 12-13= 1063/619 BOT CHORD 2-28=-1735/3036, 27-28=-216/357, 6-25=-240/622, 24-25=-1717/3226, 23-24=-1718/3225, 21-23=-1140/2550, 20-21=-1006/1941, 19-20=-1006/1942, 9-19= 857/911, 15-16= 517/1184, 13-15=-517/1184 WEBS 4-28= 383/351, 25-28-1545/2723, 4-25— 46/301, 6-23= 924/880, 7-23= 519/717, 7-21=-538/486, 8-21= 115/252, 16-19=-758/1299, 11-19='1917/2749, 11-16=-2472/1888, 9-21=-419/511 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=I4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 19-0-1, Exterior(2) 19-0-1 to 24-0-15, Interior(1) 32-6-12 to 45-1-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pst 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 cliord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 994 lb uplift at joint 16 and 739 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down and 378 lb up at 19-0-1, and 400 lb down and 378 lb up at 24-0-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted as front (F) or back (B). Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - Verify design paraineters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10103/2015 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 sot a truss system. Before use. the building designer must verify the applicability of design building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or parameters and properly incorporate flits design Into the overall 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Al; exandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T13598084 1377009-GEM-CHESSER A06 PIGGYBACK BASE GIRDE 2 1 Job Reference (optional) tiuvaers hirst6ource, rOn niece, FL d4y40 2-0-0 4x6 5- 5 4 4x6 4x6 , 3 27 m m1 O STP = 6x8 = 4x6 = B.210 s Feb 122018 MiTek Industries, Inc. Mon Mar 26 13:23:28 2018 Pagel I D:rcJ P0140c?YPehxeU_io6xzNgS4-I NoCLNgkW I DKHfENasq W QiYAXI IgQx7ljfldJozX2fT 0.3 , 19-0. 24-0-15 30-3-8 i 36.6-0 39-6-4 43.1-0 , 45-1-0 , 14 6-1-1'4 5.0114 6-2-8 6-2-8 3-0-4 3-6-12 2-0.0 5x8 = Scale = 1:78.4 5x6 = 6.00 FIT 7 8 <28 3x6 9 29 3x6 m 10 5x6 Q o 11 3x6 a, 30 12 22 31 211 32 20 33 19 18 34 17 3x6 = 4x6 3x6 = 3x8 = 3x6 = 5x8 = 16 15 ST1.5x8 STP = 6x8 = 13 N \4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.26 20-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.51 20-22 >859 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.97 Horz(CT) 0.10 16 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matri -SH Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. 7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP No.1 WEBS -1 Row at midpt 6-20, 7-19, 8-19, 11-17 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-6 REACTIONS. (lb/size) 2=1987/0-8-0, 16=282710-8-0 Max Horz 2=-235(LC 10) Max Uplift 2=-739(LC 12); 16=-994(LC 13) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4= 3466/2130, 4-6=-3248/2045, 6-7_ 2631/1809, 7-8=-2071/1591, 8-9= 2393/1653, 9-11= 1843/1097, 11-12=-1587/801, 12-13=-1287/617 BOT CHORD 2-22=-1663/3068, 20-22=-1370/2755, 19-20=-938/2343, 117-19=-621/1630, 16-17=-669/1751, 15-16= 515/1377, 13-15= 515/1377 WEBS 4-22=-261/330, 6-22=-137/460, 6-20=-605l720, 7-20=-444/694, 7-19=-548/514, 9-19=-618/694, 9-17=-1083/1133, 11-17=-2219/2555, 11-16=-2613/2375, 12-16=-181/445 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 I4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-12 to 3-11-4, Intefior(1) 3-11-4 to 19-0-1, Exterior(2) 19-0-1 to 24-0-15, Interior(1) 32-6-12 to 45-1-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom cliord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 739 lb uplift at joint 2 and 994 lb uplift at joint 16. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down and 378 lb up at 19-0-1, and 400 lb down and 378 lb up at 24-0-15 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® 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 MiTek® connectors. This design Is based only upon p�rameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� g� YYYi'�'ePl` Is always required for stability and to prevent collapse with possible personal injuryland property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, se@ANSI/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 T13598085 1377009-GEM-CHESSER A07 Piggyback Base 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:29 2018 Page 1 ID:rcJPOf40c?YPehxeU_io6xzNgS4-mZMaZjrNHcLBvppaeZLlzv5OW hdr9RCBxJUArEzX2fS -2-0-0 6-8-6 12-10-3 19-0-i 24-0-15 30-3-8 36-6-0 39-6-4 43.1.0 45-1-0 2-0.0 6-B-6 6-1-14 6.1-14 5-0-14 6-2-8 6-2-B 3-0-4 3.6-12 6.00 12 m 2x4 v 0 Plate LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-4-6 5x8 = 5x6 = 39-6A Scale = 1:84.8 I I N4 = 4 0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.77 Vert(LL) -0.25 20-22 >999 240 MT20 244/190 BC 0.94 Vert(CT) -0.44 20-22 >993 180 WB 0.79 Horz(CT) 0.07 16 n/a n/a Matrix-SH Weight: 275 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-20, 7-19, 11-17 REACTIONS. (lb/size) 2=1404/0-8-0, 16=2000/0-8-0 Max Horz 2=-235(LC 10) Max Uplift 2=-635(LC 12), 16=-846(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-4=-2238/1574,4-6=-2010/1483,6-7=-1374/1231,7-8=-1044/1129,8-9=-1194/1135, 9-11= 991/850, 11-12=-1087/807, 12-13_ 1061/615 1 BOT CHORD 2-22=-1173/2000, 20-22=-859/1646, 19-20= 422/1212, 17�1 9=-400/849,16-17=-677/1303, 15-16=-513/1182, 13-15=-513/1182 I WEBS 4-22=-297/349, 6-22=-154/487, 6-20= 637/728, 7-20= 449/715, 7-19=-412/394, 8-19=-115/316,9-19=-273/275,9-17=-6581767,11-17=-1460/1664,11-16=-1790/1684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=l7omph (3-second gust) Vasd=132mph; TCDL=42psf; BCDL=5.Opsf; h=15111; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Intefior(1) 3-11-3 to 19-0-1, Extedor(2) 19-0-1 to 24-0-15, Interior(1) 32-6-12 to 45-1-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 2 and 846 lb uplift at joint 16. 1 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II.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 Addilional bracing building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. temporary and permanent Is always required for stability and to prevent collapse with possible personal Injury pnd property damage. For general guidance regarding the M!Tek7 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, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13598086 1377009-GEM-CHESSER A08 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 6 3.210 6 I-e0 12 2016 MI I eK Industries, Inc. Mon mar 26 13:23:31 2016 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-iyUL_PsdoDbv86yyG_ND2KAixVKhdJAU PdzHv7zX2fQ 24.1-0 30-6-4 37-3-0 5-1-0 6-5-4 6-8-12 Sx6 = Scale = 1:69.4 5x8 = ann� 3x4 = 4x6 = 3x8 = 3x4 = 3x6 = 3x6 = 3x6 11 m o rn m m co 9-9-4 1 19.0-0 24-1-0 L_ 30-6-4 37-3-0 9-9-4 1 9-2-12 5-1-0 6-5-4 6-8-12 Plate Offsets (X Y)-- r6:0-3-0 0-2-01 (7:0-6-0 0-2-81 r9:0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.26 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.46 14-16 >957 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.08 10 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix ASH Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 2-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 7-13, 8-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1491/0-4-1, 10=1363/Mechanical Max Horz 2=346(LC 12) Max Uplift 2=-652(LC 12), 10=-511(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2523/1880, 3-5=-2278/1795, 5-6=-1564/1441, 6-7— 1334/1405, 7-8=-1447/1357, 8-9=-1429/1169,9-10=-1304/1143 i BOT CHORD 2-16=-1774/2175, 14-16=-1428/1768, 13-14=-800/1219, 11-13= 906/1211 WEBS 3-16— 312/390, 5-16=-195/533, 5-14=-6467735, 6-14=-278%432, 7-14=-259/364, 8-11=-398/483,9-11=-966/1302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Intedor(1) 3-11-3 to 19-0-0, Exterior(2) 19-0-0 to 24-1-0, Interior(1) 32-6-13 to 37-1-4 zone;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 noncohcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2 and 511 lb uplift at joint 10. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Mff-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/of chord members only. Addiltonal temporary and permanent bracing M!Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply y T13598087 1377009-GEM-CHESSER A09 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:33 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-fLc5O4utKrrdOQ6LN PPh71 Fi ?J?05CNmsxSO_?zX2fO -t;-A P-P-4 17-0-0 21-6-8 26-1-0 33-3.12 37-3-0 4-6-8 14-6-8 Scale=1:65.8 5x6 = 3x4 = Sx6 = 6.00 12 4 18 5 19 6 16 15 14 13 i 12 22 23 11 10 9 3x6 11 5x8 = 4x6 = 3x6 3x8 = 5x8 = 3x6 = 3x6 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 26-1-0 33-3-12 CSI. i DEFL. in (loc) I/deft Ud PLATES GRIP TC .00 Vert(LL) -0.2711-12 >999 240 MT20 244/190 BC 0.84 Vert(CT) -0.4511-12 >982 180 WB 0.97 Horz(CT) 0.09 9 n/a n/a Matrix-SH Weight: 235 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-12, 5-11 REACTIONS. (lb/size) 16=1367/Mechanical, 9=1367/Mechanical Max Horz 16=208(LC 12) Max Uplift 16=-554(LC 12), 9— 489(LC 13) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1337/947, 1-2=-2241/1575, 2-3= 2369/1775, 3-4=-1758/1486, 4-5=-1490/1461, 5-6=-1277/1269, 6-7=-151211306, 7-8= 1130/938, 8-9=-1342/1119 BOT CHORD 14-15— 1794/2376, 12-14=-1591/2050, 11-12=-1013/1441 ! 10-11 =-784/1 001 WEBS 1-1 5=-1 787/2553, 2-15=-1227/1017, 2-14=-339/268, 3-14 b/350, 3-12=-689/675, 4-12= 287/469, 5-11= 460/373, 6-11=-213/386, 7-11=-155I401, 7-10= 680/687, 8-10=-996/1276 1 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--1.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) 0-1-12 to 2-6-8, Interior(1) 2-6-8 to 17-0-0, Exterior(2) 17-0-0 to 32-1-0, Interior(1) 32-1-0 to 37-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint 16 and 489 lb uplift at joint 9. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; March 26,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of desil n 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. Addillonai 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, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type �. Qty Ply T13598088 1377009-GEM-CHESSER A10 Roof Special 1 1 Job Reference (optional) elutiaers rirsioource, roan niece, r L 3'+U'!a "' " ^ 1 -- I D:rcJP0140c?YPehxeU_io6xzNgS4-bjjspmw7sS5LdkGkVgS9CALP 4-8-12 9-2-0 15.8-8 22-3-0 27-5-12 32-8-8 34-0- 37 r 4-8-12 r 4.5.4 + 6-6-8 6-6-8 5-2-12 5-2-12 1-3-8 3-3 Scale = 1:68.7 5x6 = 3x8 = 5x6 = r- 4x6 II 5x8 = 2x4 I 5x8 = 3x4 = 2x4 I I 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.19 16-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.40 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc puriins, 1-2: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. 7-11: 2x4 SP No.3 WEBS 1 Row at midpt 1-16, 3-16, 3-14 WEBS 2x4 SP No.3 `Except` 10-12,8-10,1-17: 2x4 SP No.2 REACTIONS. (lb/size) 9=1367/Mechanical, 17=1367/Mechanical Max Horz 17=-128(LC 13) Max Uplift 9— 539(LC 13), 17=-462(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-154411226, 2-3=-1281/1251, 3-4=-1630/1634, 4-5_ 1891/1607, 5-6— 2303/1793, 6-7=-2842/2129, 7-8= 2941/2208, 8-9= 1291/1000, 1-17=-1283/1156 BOT CHORD 15-16=-1164/1667, 14-15=-1164/1667, 13-14=-1529/2012,1 12-13=-1729/2313 WEBS 1-16=-848/1266, 2-16=-41/367, 3-16= 690/472, 3-15=0/333, 3-14=-257/180, 4-14=-348/55115-14=-526/549, 5-13= 57/305, 6-13=-331/270, 6-12=-1913/1540, 10-12— 2018/2755, 6-10= 757/988, 8-10=-2310/3074 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-2-0, Exterior(2) 9-2-0 to 28-3-0, Interior(1) 28-3-0 to 32-8-8 zone;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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 9 and 462 lb uplift at joint 17. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE 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 desibn 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 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/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 �, Oiy Ply T13598089 1377009-GEM-CHESSER All Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:36 2018 5x6 Scale = 1:68.3 ' 7-2-0 8-6-8 1' 8-6-8 6-5-8 3-3-8 13-3-0 Plate Offsets (X Y)-- r1:Edge,0-1-121, r2:0-7-0,0-2-01, r3:0-4-0,0-3-41, r4:0-5-4,0-2-01, r9:0-2-8,0-2-01, r11:0-3-8,0-1-81, r12:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.17 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.35 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 224 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-3,3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 2-13, 1-15 6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 1-16: 2x4 SP No.2 REACTIONS. (lb/size) 8=1367/Mechanical, 16=1367/Mechanical Max Horz 16=84(LC 9) Max Uplift 8=-521(LC 13), 16=-517(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1467/1190, 2-3_ 1959/1731, 3-4=-1959/1731, 4-5— 2 67/1643, 5-6= 170811313, 6-7=-1730/1338, 7-8=-1312/1046, 1-16=-1305/1150 BOT CHORD 13-15=-934/1231, 12-13=-1328/1792, 11-12=-1751/2210 WEBS 2-15=-338/439, 2-13=-682/975, 3-13=-527/603, 4-13=-239/369, 4-12— 139/472, 5-12=-479/477, 5-11=-603/609, 9-11=-1697/2171, 5-9=-591/511, 7-9=-1618/2093, 1-15= 902/1289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 7-2-0, Exterior(2) 7-2-0 to 30-3-0, Interior(1) 30-3-0 to 30-8-8 zone;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, with BCDL = 10'.Opsf. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 lb uplift at joint 8 and 517 lb uplift at joint 16. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 vedly the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alpxandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13596090 1377009-GEM-CHESSER Al2 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:38 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-?IP_SoyO9NUwUB?IAy?sgpzxZK12mX4W ODABfDzX2fJ 9-2-n 12-2-15 19-2-1 26-3-0 . 28-8-8 , 34-0-0 37-3-0 6-11-3 7-0-15 2-5.8 5-3-8 i Scale = 1:68.3 4x6 3x6 11 3x6 = 3x6 = 3x6 = ! 3x4 = 3x6 = 3x8 = 6x8 = 2x4 11 5-2-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* 8-12: 2x4 SP No.3 WEBS 2x4 SP No.3 37-3-0 CS1. j DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.75 Vert(LL) 0.20 16 >999 240 MT20 244/190 BC 0.68 Vert(CT) -0.31 14-16 >999 180 WB 0.75 Horz(CT) 0.07 10 n/a n/a Matrix-SH Weight: 239 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing. WEBS 1 Row at midpt 2-17, 5-14 REACTIONS. (lb/size) 10=1367/Mechanical, 20=1367/Mechanical Max Horz 20=97(LC 12) Max Uplift 10= 625(LC 9), 20=-584(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1305/1036, 2-3— 2059/1697, 3-5=-2328/1851, 5-6= 1628/1540, 6-7= 2153/1651, 7-8-1233/971, 8-9= 1234/967, 9-10_ 1314/1065, 1-20= 1325/1106 BOT CHORD 17-19= 913/1103, 16-17=-1589/2059, 14-16=-1774/2328, 3-14_ 1568/2063, 8-11=-267/359 WEBS 2-19=-511/526, 2-17=-859/1244, 3-17=-629/599, 3-16=-262/366, 5-14=-617/402, 6-14=-415/688, 7-14=-296/247, 7-13=-336/346, 11-13=-1508/1960, 7-11=-974/725, 9-11=-1370/1748,1-19=-904/1267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 11-2-0, Interior(1) 11-2-0 to 26-3-0, Extedor(2) 26-3-0 to 28-8-8 zone;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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at Joint 10 and 584 lb uplift at Joint 20. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MTIEK REFERANCE PAGE 11I1-7473 rev. f07012015 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 appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual fruss web anti/or chord members only. Additional temporary and permanent bracing I p� IT e W Is always required for stability and to prevent collapse with possible personal Injury pnd property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TP1I 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 T13598091 1377009-GEM-CHESSER A13 Roof Special 1 1 Job Reference (optional) buiiaers rirsioource, roil niece, rL J4V40 6-9-5 a.L I u s reu IL Lu I a Ivu I eK Inuu5tfleD, Ina. rvlun rviat m I J:LJ:'4u eu 1 o r•aye i ID:rcJP0140c?YPehxeU_io6xzNgS4-xhXlsUzGh_kdjV8hHN1 KvE2Hh7QVEProTXfFk5zX2fH 0-5-12 27.3-2 34-0-0 37-3-0 6-7-9 6-9-5 6-8-14 3.3.0 Scale = 1:65.8 4x6 = 2x4 11 3x6 = 3x8 = 2x4 11 4x6 = 5x8 = 2x4 II 46 = 1 18 2 3 4 5 6 7 19 8 9 11 _ &E 17 3x6 11 16 5x8 = 15 14 Sx6 = 3x8 = 13 12 6x8 = 3x4 11 6-11-1 13-8-7 1 20-4-0 20-a-12 27-3-2 6-11-1 6-9-5 1 6-7-9 0- -12 6-9-5 Plate Offsets (X,Y)-- f6:0-3-0,Edgel,fll:0-2-4,0-2-121,rl5:0-3-0,0-3-01 I LOADING (psf) SPACING- 2-0-0 CS1. I I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.29 14-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.40 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 6.80 Horz(CT) 0.08 10 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1.1 oc puriins, BOT CHORD 2x4 SP No.2 *Except* j except end verticals. 8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-13, 7-11, 1-16, 4-16 REACTIONS. (lb/size) 17=1367/Mechanical, 10=1367/Mechanical Max Uplift 17=-690(LC 8), 10=-690(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1305/1033, 1-2=-1729/1234, 2-4= 1729/1234, 4-5— 2803/1951, 5-7= 2803/1951, 7-8=-1157/864, 8-9= 1159/857, 9-10= 1311/1005 BOT CHORD 15-16= 1837/2631, 14-15=-1836/2633, 13-14= 1567/2226,18-11=-290/386 WEBS 7-13=-185/307, 11-13=-1498/2093, 7-11=-1208/811, 9-11 4-126011702, 7-14=-488/695, 1-16=-1461/2053, 5-14=-365/414, 2-16=-396/490, 4-16= 1i 86/759, 4-15=01264 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) and C-C Extedor(2) 0-1-12 to 6-1-12, interior(1) 6-1-12 to 37-1-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 17 and 690 lb uplift at joint 10. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MfF7473 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 p/3 p� Mire W Is always required for stability and to prevent collapse with possible personal Injury �nd property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criferla, 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 T13598092 1377009-GEM-CHESSER A14 Roof Special Girder 1 2 Job Reference (optional) dullder8 F'Irst6ource, fort Niece, t-L :1494b 5-8-10 1 Me US Me 1Z ZU10 IVII 1 eK MUU5111e5, MG. won ME11 Z0 I J:Z3:40 eu l a rnye r ID:rcJP0140c?YPehxeU_io6xzNgS4-IeKewB1 PVXMwgGif4wdVcHIEi85BvetYdpMOPJzX2fC 28-0-0 34-0.0 1 37-3-0 , 5-6-14 6-0-0 Scale = 1:65.8 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6 = NAILED 2x4 II NAILED NAILED 5x8 = 5x8 = 2x4 II NAILED 5x8 = NAILED 7x10 — NAILED 2x4 II Sx6 = 1 19 20 2 21 22 3 4 23 5 24 25 26 6 27 28 297 30 31 8 32 9 11 m o N O M O an an an an LId an nn fln an an 11 3x6 11 I 47 18 33 34 i7 35 36 16 37 38 i5 39 40 41 14 42 43 13 44 45 46 i25x12 = 3x6 11 6x8 = 7x10 = NAILED NAILED NAILED NAILED NAILED NAILED5x8 = 8x10 = NAILED 7x10 = NAILED NAILED 3x4 11 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-8-1016-10-5 i 22-5-2 28-0-0 34-0-0 37-3.0 5-8-10 5 6-14 5-6-14 5 6 14 5-6-14 6-0-0 Plate Offsets (X Y)-- (7:0-5-0 0-4-81 (10:0-4-4,0-1-81, f11:0-4-12,0-2-01, (14:0-5-0,0-4-81, (16:0-5-0,0-4-81, (17:0-2-12,0-3-01, (18:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.37 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.44 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-SH Weight: 549 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc puriins, BOT CHORD 2x6 SP No.2 'Except' except end verticals. 8-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=2692/Mechanical, 1 0=2691 /Mechanical Max Uplift 18=-1588(LC 4), 10=-1600(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18= 2575/1613, 1-2=-3892/2299, 2-3=-3892/2299, 3-5= 7410/4381, 5-6=-7410/4381, 6-7=-5560/3280, 7-8= 3264/1969, 8-9=-3281/1972, 9-10=-2486/1519 BOT CHORD 16-17=-3736/6317, 15-16=-3736/6317, 14-15=-4246l7169; 13-14=-4246/7169, 12-13=-375/682, 11-12=0/280, 8-11=-455/486 WEBS 7-13=0/548, 11-13=-2950/4934, 7-11=-2473/1425, 9-11= 2402/3994, 6-13=-1884/1131, 1-17=-2658/4501, 6-14=0/440, 2-17=-613/655, 6-15=-15k82, 3-17=-2839/1683, 5-15=-568/596, 3-16=01434, 3-15= 755/1279 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:) Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60' 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1588 lb uplift at joint 18 and 1600 lb uplift at joint 10. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard Welter P. Finn PE No.22839 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 kliTek USA, Inc. FL Carl 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-9=-54, 12-18— 20, 10-11=-20 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design. parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Kq!Tek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se4ANSi/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. A)exandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply T13598093 1377009-GEM-CHESSER C01 GABLE 1 1 Job Reference o tional Builders FirsiSource, rorl niece, rL 34e'tD 0—u a Fe IG cv iv rv' i cn uiu us r ice, nc. i rage i I D:rcJ P0140c?YPehxeU_io6xzNgS4-BQaeIZ4vZIsMJtKQJmiSn7wpmlQwrW u7YQKEY4zX2f8 2.0-0 3-0-0 7-9-14 12.6.0 17-2-2 2%0-0 25-0-0 27-0-O , 2 0 0 3-0-0 4-9-14 4-8-2 4-9-14 3-0-0 2-0-0 4x6 = Scale = 1:51.6 I 5x8 = NAILED D NAILED Special 6.00 12 5x8 = 3 4 AILED ILED N ED NAILE NAILE 6NAILE Special 3x4 II 39 40 _ 43 44 2 1 — 8 3x4 11 lilt 1111� 1`1 61 9 ' o ' 46 47 q8 49 50 14 13 12 51 52 53 11 10 8 STP = Special NAILED 4x12 = 6x12 MT20HS = NAILED 4x12 = NAILED ST1.5x8 S Special — 3x4 = 3x4 — NAILED NAI ED NAILED NAILED NAILED NAILED 3-0-0 7-9-14 I 12-6-0 17-2-2 22-0-0 25-0-0 r 3-0-0 4-9-14 1 4-8-2 4-8-2 4-9-14 3-0 0 Plate Offsets (X Y)-- f2:0-1-0 Edge], f3:0-1-12 0-6-3) f3:0-6-0,0-2-81, f4:0-3-0,0-3-01, f7:0-6-0,0-2-81, f7:0-1-12,0-0-51, (8:0-1-0,Edgel, f16:0-1-12,0-1-81, f19:0-1-12,0-1-e1 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.43 12 >678 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.59 12 >492 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins. BOT CHORD 2x4 SP No.2 Except: WEBS 2x4 SP No.3 2-7-0 oc bracing: 3-4, 6-7 OTHERS 2x4 SP No.3 2-9-0 oc bracing: 4-5, 5-6 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. ' JOINTS 1 Brace at Jt(s): 4, 5, 6 REACTIONS. (lb/size) 2=1056/0-8-0, 8=1056/0-8-0 Max Horz 2=57(LC 33) Max Uplift 2=-541(LC 4), 8= 541(LC 5) Max Grav 2=1291(LC 43), 8=1291(LC 42) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2331/885, 3-4=-3973/1669, 4-5=-3972/1669, 5-6� 3972/1669, 6-7=-3972/1669, 7-8=-2331/886 BOT CHORD 2-14=-719/2049, 13-14=-712/2076, 12-13=-1857/4690, 11 I12=-1857/4690, 10-11— 694/2077, 8-10� 701/2050 WEBS 3-14=-99/401, 3-13=-972/2066, 4-13=-313/260, 5-13=-684/303, 5-11=-683/302, 6-11= 314/260, 7-11=-972/2065, 7-10= 99/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2 and 541 lb uplift at joint 8. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 154 lb up at 3-0-0, and 154 lb down and 154 lb up at 22-0-0 on top chord, and 302 16 down and 168 lb up at 3-0-0, and 302 lb down and 168 lb up at 21-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ml EX REFERANCE PAGE MIF7473 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 desibn parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web arid/or Is always required for stability and to prevent collapse with possible personal Injury chord members only. Additional temporary and permanent bracing and property damage. For general guidance regarding the MiTek' fabrication. storage, delivery, erection and bracing of trusses and truss systems, se6ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Buitding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ; City Ply T13598094 1377009-GEM-CHESSER CO2 Common 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -2-0-0 4-10-2 2-0-0 4-10-2 1-9-1 eon Fi—q- ' '3vd = 8.210 S I-eb 12 2018 MI i eK Inaustrles, Inc. Mon mar 26 13:23:b1 201 tl r ID:rcJP0140c?YPehxeU_io6xzNgS4-7ohvAE6A5N64YBUoRBkwsY?BZZDoJSyQ?kpKd; 12 6-0 13-10-0 4-9-1 16-7-12 20-1-14 25-0-0 27-0-C 1-4.0 1-4-0 -11-1 1.9-15 3-6-2 4-10-2 2-0-0 5x6 = Scale = 1:46.9 V V 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) I/defl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(L-) -0.41 14-16 >717 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.66 14-16 >443 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.15 14-16 682 360 3 d PLATES GRIP MT20 244/190 Weight: 144lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc puriins. 1-4,10-13: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-0 oc bracing. BOT CHORD 2x6 SP M 26'Except* 12-15: 2x6 SP No.2 WEBS 2x4SPNo2'Except' 11-14,3-16,7-17: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1113/0-8-0, 12=1113/0-8-0 Max Harz 2=-162(LC 10) Max Uplift 2=-415(LC 12), 12— 415(LC 13) Max Grav 2=1216(LC 2), 12=1216(LC 2) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except whens own. TOP CHORD 2-3=-2118/1021, 3-5=-1816/843, 5-6=-1441/818, 6-7= 277/846, 7-8=-282/846, 8-9= 1441/812, 9-11=-1815/836, 11-12=-2114/1010 BOT CHORD 2-16=-698/1910, 14-16=-383/1529, 12-14=-741/1844 WEBS 6-17= 2475/1199, 8-17= 2475/1199, 9-14=-92/700, 11-14= 448/423, 5-16= 95/706, 3-16=-451/421 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 Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 12-6-0, Extedor(2) 12-6-0 to 18-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed fora 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, 6-17, 8-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 2 and 415 lb uplift at joint 12. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MIF7473 rev. 101=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 vedry the applicability of design parameters and properly Incorporate this design Into the overall py s� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M! l�p ®R' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T13598095 1377009-GEM-CHESSER CO3 Common 1 1 Job Reference (optional) tlumers rlrslSOurce, roR Fiece, rL 34e4b a.?I us r-eu Iz eV I b Iv11 I eK Inuubu les, ING. IVlarl IvIG1 eo I a:za:oc ev 1 a rage( I D:rcJP0140c?YPehxeU_io6xzNgS4-b_FHOa7osg EwAL3?_uF90mYGkzXV2zGZEOZu9PzX2f5 10-2-8 13-1-7 14-9-13 2-0-0 N 01 2 4-10-2 ' 3.6-2 1-9-15 0-6-5 1-8-1 0-7.7 ' 1-8-1 0-0-5 1-9-15 3-6-2 4-10-2 0-7-7 I 4x6 = 6.00 52 7 8 4x6 = 3x4 = 3x4 = 6 9 5 R425 10 3x4 3x4 4 11 3 12 28 29 26 27 i TP = 17 16 15 3x8 i 3x4 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 `Except` 4-7,8-11: 2x4 SP No.1 BOT CHORD 2x6 SP M 26 `Except` 13-16: 2x6 SP No.2 25-0-0 CSI. DEFL. in (loc) Well Ud TC 0.96 Vert(LL) -0.2815-17 >999 240 BC 0.67 Vert(CT) -0.4415-17 >671 180 W B 0.26 Horz(CT) 0.04 13 n/a n/a Matrix-SH Attic -0.1415-17 732 360 13 ST1.5x8 S 3x8 2-0-0 ' Scale = 1:49.2 PLATES GRIP MT20 244/190 Weight: 148 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. JOINTS 1 Brace at Jt(s): 24 WEBS 2x4 SP No.3 `Except` 6-9,10-15,5-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1113/0-8-0, 13=1113/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-410(LC 12), 13=-410(LC 13) Max Grav 2=1216(LC 2). 13=1216(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except "en shown. TOP CHORD 2-3=-2122/1101, 3-5=-18721930, 5-6=-1513/896, 6-7=0/349, 8-9=0/348, 9-10— 1514/888, 10-12=-1870/919, 12-13=-2116/1112, 7-8=0/406 BOT CHORD 2-17=-809/1881, 15-17= 441/1580, 13-15= 853/1839 WEBS 6-24= 1933/964, 24-25= 1929/956, 9-25=-1934/952, 10-15= 95/662, 12-15=-350/487, 5-17=-101/671, 3-17=-355/487 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 Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11-10-9, Extedor(2) 11-10-9 to 13-1-7, Interior(1) 21-7-4 to 27-0-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.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) Ceiling dead load (5.0 psf) on member(s). 5-6, 9-10, 6-24, 24-25, 9-25 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 2 and 410 lb uplift at joint 13. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. m 0 14 6 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a trlrss 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 Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/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 ,_ 0ty Ply T13598096 1377009-GEM-CHESSER C04 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Niece, FL 34945 MIMI 3x6 AvA — a,Zlu S Feb le eu IV Ivil r el[ Inuusulub, inu. Mull rviar ca 1 O:LJ.u% Gv 1 o rayv i I D:rcJ P0140c?YPehxeU_io6xzNgS4-XNN 1 oGB201VePf DN6JIdU BdeNmA7W vKshi2? DHzX2f3 3 19-3.10 25-0-0 27-0-0 4-2-2 5-8-6 2-0-0 o-1 n-u Ono Scale: 1/4'=1' Plate Offsets (X Y)-- (2:0-2-9 0-1-81 (7:0-2-9 0-1-81 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 0.89 Vert(LL) -0.26 2-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.48 7-9 >614 180 BCLL 0.0 Rep Stress Incr YES WB ,0.16 Horz(CT) 0.05 7 tt/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 121 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1030/0-8-0, 7=1030/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. Max Horz 2=133(LC 11) Max Uplift 2=-440(LC 12), 7=-440(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1486/1275, 3-4=-1228/1031, 4-5— 1065/994, 5-6= 1228/1031, 6-7= 1486/1275 BOT CHORD 2-11=-926/1255, 9-11=-517/1065, 7-9= 952/1255 WEBS 3-11=-296/519, 4-11 =-1 571349, 5-9=-157/349, 6-9=-296/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-10-8, Exterior(2) 9-10-8 to 15-1-8, Interior(1) 23-7-5 to 27-0-13 zone;C-C for members and forces & MW FFlS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 440 lb uplift at joint 2 and 440 Ito uplift at joint 7. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13598097 1377009-GEM-CHESSER C05 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:55 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-?ZxPOc9g9bdV1 ooagl ps00AngAaiFHNOwMnYmkzX2f2 2-0-0 7-10-8 11-10-8 14-6.0 19-5-12 25-NO 27-0.0 2-0-0 7-10-8 4-0-0 2-7-8 4-11-12 5-6-4 2-0-0 N O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.15 2-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.25 2-12 >999 180 BCLL 0.0 Rep Stress Incr YES WE, 0.49 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 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=1030/0-8-0, 7=1030/0-8-0 Max Horz 2=140(LC 11) Max Uplift 2=-488(LC 12), 7=-447(LC 13) Scale: 1/4'=1' PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-9-12 oc bracing. FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less exceptwhenshown. TOP CHORD 2-3_ 1448/1055, 3-4=-1334/1151, 4-5=-1539/1352, 5-6=-1415/1202, 6-7=-1543/1177 BOT CHORD 2-12=-675/1193, 11-12= 675/1198, 9-11=-507/978, 7-9=-892/1301 WEBS 3-12=-3/269, 4-11 805/755, 5-11=-727/830, 5-9=-354/45 _4, 6-9=-236/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL 4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 7-10-8, Exterior(2) 7-10-8 to 20-6-0, Interior(1) 20-6-0 to 27-0-13 zone;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 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 488 lb uplift at joint 2 and 447 lb uplift at joint 7. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 101031201S 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, sdeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Informallon 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 Qty Ply T13598096 1377009-GEM-CHESSER C06 Roof Special 1 1 Job Reference (optional) Buuaers PirsiSource, Fori Piece, FL 34945 a- i v a — is cu i a im i en n us das, nc. i ae� I D:rcJ PO14Oc?YPehxeU_io6xzNgS4-TmVoDyAlwvlMeyNmDkK5Zci0tauk_I M990X51AzX21!1 -2-0-0 5-10-8 9-10-8 14-6-0 19-5-12 25-0-0 5-10-8 4-0-0 4-7-8 4-11-12 5-6-4 Scale: 1/4'=1' ur 2* 6 06 = 5 3x6 = 2x4 II 1 5x8 = -"' -- 3x4 T e 0 Plate Offsets (X Y)-- f3:0-6-0 0-2-81 j7:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.14 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC b.65 .0.44 Vert(CT) -0.23 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix�SH Weight: 124lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-10 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=894/0-8-0, 2=1036/0-8-0 Max Horz 2=152(LC 16) Max Uplift 7=-356(LC 13), 2=-490(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1532/1207, 3-4— 1726/1483, 4-5-2041/1836, 5-6=-1390/1233, 6-7= 1565/1315 BOT CHORD 2-11=-962/1281, 10-11=-962/1286, 8-10= 620/1002, 7-8=;1033/1342 WEBS 3-10= 456/557, 4-10-1106/1106, 5-10=-105611163, 5-8=F295/424, 6-8= 262/438 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=S.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 5-10-8, Exterior(2) 5-10-8 to 20-6-0, Interior(1) 20-6-0 to 24-8-0 zone;C-C for members and forces & MWFRSI 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 pet 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 356 lb uplift at joint 7 and 490 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verity 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 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 tits 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� y p' prevent Is always required for stability and to prevent collapse with possible personal InJuN, and property damage. For general guidance regarding the YYY� el( fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T13598099 1377009-GEM-CHESSER C07 Roof Special 1 1 Job Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 2X4 o 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:23:58 2018 Page 1 I D:rcJ P014Oc?YPehxeU_io6xzNgS4-OBcYeeBZRW?4uGX8L9MZeOoJyOZzSeAScKOCM3zX2f? 14.6-0 18-7-5 2%0_0 6-7-8 4-1-5 6-4-11 6- 4x6 = 18-7-5 Scale: 1/4'=1' J nm P= r6 = LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.23 7 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 10.73 Vert(CT) -0.50 7-8 >578 180 BCLL 0.0 Rep Stress Incr YES WB 10.42 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-,SH Weight:121 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. 7-9: 2x4 SP No.1 WEBS 1 Row at midpt 4-8 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 `Except` 13-14: 2x4 SP No.3 REACTIONS. (lb/size) 7=894/0-8-0, 2=1036/0-8-0 Max Harz 2=152(LC 12) Max Uplift 7=-356(LC 13), 2=-490(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1570/1174, 3-4=-2309/1904, 4-5=-1252/1000, 5-6=-' 232/1090, 6-7=-1487/1260 BOT CHORD 2-11— 956/1320, 10-11=-953/1324, 8-10=-1811/2341, 7-8 =-961/1271 WEBS 3-10=-924/1107, 4-10_ 440/493, 4-8=-1348/1247, 5-8_ 554/768, 6-8=-310/466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 7-10-8, Interior(1) 7-10-8 to 14-6-0, Exterior(2) 14-6-0 to 20-6-0 zone;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. 1 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 356 lb uplift at joint 7 and 490 lb uplift at joint 2. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11­7473 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web an, chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injuryl 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 T13598100 1377009-GEM-CHESSER C08 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 Mi I ek Industries, Inc. Mon Mar 26 13:23:59 2018 rage 1 I D:rcJ POI40c?YPehxeU_io6xzNgS4-uLAwszCBCg7xVQ5LvstoBEKXcnumByRbr_lmvVzX2f_ 2-0-0 1-12-8 5-10-8 10-4-11 14-6-0 18.7.5 25-0-0 2-0-0 1-10-8 4-0-0 4-6-3 4-1-5 4-1-5 6-4-12 3x4 = 2x4 II ­_'___ 5x12 NAILED NAILED 14-6-0 46 = 3x8 = Scale: 1 /4'=1' 3x4 = jo In LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.38 9-11 >774 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.63 9-11 >467 180 BCLL 0.0 ' Rep Stress Incr NO WB ;1.00 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix' SH Weight: 123 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. 8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=889/0-8-0, 2=959/0-8-0 Max HorZ 2=152(LC 38) Max Uplift 8=-361(LC 9), 2=-441(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1492/539, 3-4=-3471/1408, 4-5— 4236/1797, 5-6=1220/498, 6-7� 1224/517, 7-8=-1488/611 BOT CHORD 2-12=-524/1245, 11-12=-521/1253, 9-11=-704/1629, 8-9=1442/1272 WEBS 3-11=-980/2453, 4-11=-2058/983, 5-11=-1101/2616, 5-9==742/502, 6-9=-319/867, 7-9=-315/335 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); 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. i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 8 and 441 lb uplift at joint 2. 7) "NAILED" indicates 3-1 Od (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) 387 lb down and 318 lb up at 1-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 6-8=-54, 2-8=-20 Concentrated Loads (lb) Vert: 3=82(F) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 01-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon pprameters 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 • MiT'ek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type I , Qty Ply ' T13598101 1377009-GEM-CHESSER C09 Common Girder 1 Job Reference o tional Builders FirstSource, • Fort Piece, FL 34945 4x10 MT20HS i ST1.5x8 STP = 3-10-0 3-10-0 3x8 I I 7-1-8 1 1 10.6.0 7-1-8 8.210 s Feb 122018 MiTek Industries, Inc. Mon Mar 26 13:24:01 2018 Nage 1 )140c?YPehxeU_io6xzNgS4-gjlhHfERkRNfIjFjOHwGGfQtW beKfvtul IEsyNzX2ey 4x6 11 Scale = 1:39.4 6x8 = 1 LUS26 8x10 = LUS26 6x8 =LUS26 3x8 II HGUS26-2' Special LUS26 ST1.5x8 STP = 4xi 0 MT20HS LUS26 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.22 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.31 9-10 >784 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix i SH Weight: 258 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing. WEBS 2x4 SP No.3 `Except` 4-10: 2x4 SP No.2 i REACTIONS. (lb/size) 1=5150/0-8-0, 7=7107/0-8-0 Max Horz 1=116(LC 7) Max Uplift 1= 2512(LC 8), 7= 3026(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 10311/5024, 2-3=-10554/5190, 3-4=-8295/3922, 4-5'i-8297/3923, 5 6=-10821/4808, 6-7=-13057/5589 1 BOT CHORD 1-12= 4476/9055, 11-12=-4476/9055, 10-11=-4595/9413, 9-10_ 4162/9655, 8-9= 4873/11487, 7-8=-4873/11487 WEBS 4-10=-3353/7162, 5-10— 3262/1299, 5-9=-1182/3313, 6-9= 2121/834, 6-8— 741/2181, 3-10=-2912/1791, 3-11 =-1 712/2952, 2-11= 430/534 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: 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); 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.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. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2512 lb uplift at joint 1 and 3026 lb uplift at joint 7. 9) Use Simpson Strong -Tie HGUS26-2 (20-1 Od Girder, 8-1od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 4-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1347 lb down and 604 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. M Io WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® 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 MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dehhvery, 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 1 City Ply T13598102 1377009-GEM-CHESSER CJ1 Corner Jack 13 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:02 2018 Page 1 1 D:rcJ PO140c?YPehxeU_io6xzNgS4-Iws3U? E3VIVW Mtgwa?RVosy4j?57OY12Xy_QVgzX2ex 2-0-0 1-0-0 � 2-0.0 1.0-0 Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC iO.61 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 10.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 10.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix I P Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3= 108/Mechanical, 2=282/0-8-0, 4=9/Mechanical Max Harz 2=74(LC 12) Max Uplift 3= 108(LC 1), 2=-197(LC 12) Max Grav 3=106(LC 8), 2=282(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 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 108 lb uplift at joint 3 and 197 Ib uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED Mr,TEK REFERANCE PAGE MI1.7473 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury, and property damage. For general guidance regarding the MOW fabricatlom 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 Qry Ply T13598103 1377009-GEM-CHESSER CJ2 Corner Jack 8 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek industries, Inc. Mon Mar 26 13:24:05 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-jVXB61 Hyogt4DLZV F7_CQVah2C7dbvUU DwC459zX2eu -1-4-0 1-6-0 1-4-0 1-6-0 i Scale = 1:9.2 v 6 m 0 0 1.6-0 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 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[TP12014 Matrix,P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=1/Mechanical, 2=170/0-4-0, 4=15/Mechanical Max Harz 2=61(LC 12) Max Uplift 3=-4(LC 12), 2= 126(LC 12) Max Grav 3=1(LC 19), 2=170(LC 1), 4=29(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except 6en shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 4 lb uplift at joint 3 and 126 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mirEK REFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MlTekO 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 pR Miy ew Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13598104 1377009-GEM-CHESSER CJ3 Corner Jack 3 1 Job Reference (optional) tSUllaers rlrsioource, tort niece, rL 34e40 ;1 0 0 0.e I V 5 reU I ZV 10IVII I eK I[IVUBrIIUb, IIIU. IVIVII Mal e0 I0Z4:Vo LV 10 rage I I D:rcJ P0140c?YPehxeU_io6xzNgS4-Bh5aKNl aZ_?xrVBhprVRzi7kTcSOKMkdSaydebzX2et 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC P.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixIP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=1 1 /Mechanical, 2=28610-8-0, 4=26/Mechanical Max Horz 2=128(LC 12) Max Uplift 3=-38(LC 12), 2= 158(LC 12) Max Grav 3=28(LC 8), 2=286(LC 1), 4=52(LC 3) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for membl rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonce, ncurrent 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 38 lb uplift at joint 3 and 158 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon 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 Grid/or chord members only. Additional temporary and permanent bracing Mii'ew Is always required for stability and to prevent collapse with possible personal Injury bnd property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13598105 1377009-GEM-CHESSER CJ5 Corner Jack 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -2-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017fTP12014 8.210 S Feb 12 2018 MI I eK InaustrleS, Inc. Men Mar zb 1'J:24:uv 20l8 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-bGniyOKSsvOW iysGUz3BbLlEjpQgWjU48YAHEwzX2eq 5.0.0 CSI. 1 DEFL. in (loc) 1/defl Lid PLATES GRIP TC 0.75 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 BC 0.26 Vert(CT) -0.05 2-4 >999 180 WB 0.00 Horz(CT) -0.00 3 nia n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=91/Mechanical, 2=334/0-8-0, 4=46/Mechanical, Max Horz 2=184(LC 12) Max Uplift 3=-120(LC 12), 2= 161(LC 12) Max Grav 3=91(LC 1), 2=334(LC 1), 4=92(LC 3) j FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except t hen shown Scale = 1:19.5 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 capatile of withstanding 120 lb uplift at joint 3 and 161 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify fhe applicability of deslgn 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 MiTek7 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13598106 1377009-GEM-CHESSER CJ11 Corner Jack 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:03 2018 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-m6QRhLFiG3dN_i P68iykL4V MI P Pf7p Bmcjzl GzX2ew � -2-0-0 2-0-0 - Scale = 1:12.1 ONNECTION(S) TO RESIST ADEQUATE ON(S) SHOWN. SUPPORT REQUIRED. 2x4 11 1-0-0 , �-n-n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 5 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-,SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=133/Mechanical, 4=91/Mechanical Max Horz 3=224(LC 1), 4=-224(LC 1) Max Uplift 3=-10(LC 12), 4=-103(LC 12) Max Grav 3=140(LC 3), 4=91(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/274, 2-3=-226/259 BOT CHORD 1-5— 267/399, 4-5= 267/399 WEBS 2-5= 85/257 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood, sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j 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 10 lb uplift at joint 3 and 103 Ib uplift at joint 4. 6) N/A Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 1010=015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabaity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal InJury;and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T13598107 1377009-GEM-CHESSER CJ12 Corner Jack �Qty 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:04 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-EI_pvhGKi MIDcB_IhQTzuH2X5onFsSFL_GTXZizX2ev -2-0-0 1-0-0 2-0-0 1-0-0 f Scale = 1:12.1 ADEQUATE SUPPORT REQUIRED. LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 10.17 Vert(LL) 0.02 1-2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC ;0.03 Vert(CT) -0.02 1-2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 10.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-�P Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=111/Mechanical, 3=99/Mechanical, 5=1210-1-1I0 Max Horz 5=82(LC 12) Max Uplift 1=-59(LC 12), 3= 53(LC 12) Max Grav 1=111(LC 1), 3=99(LC 1), 5=23(LC 3) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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; MWFRS (envelope) and C-C Extefior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 1 and 53 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - V dry design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* Is always required for stability andto 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, seeANSUTPI1 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, A,Jexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T13598108 1377009-GEM-CHESSER CJ31 Corner Jack 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:07 2018 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-ftfyXilCKH7oTejtNYOgVwguAOpX3pjngEhBAi zX2es 2-9-6 16 Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=31/Mechanical, 2=285/0-8-0 Max Horz 2=128(LC 12) Max Uplift 4=-28(LC 12), 2=-158(LC 12) Max Grav 4=43(LC 3), 2=285(LC 1) 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; TC1DL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 28 lb uplift at joint 4 and 158 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web arid/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSO.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 T13598109 1377009-GEM-CHESSER CJ32 Corner Jack 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 6.210 s Feb 12 201 B MI I eK Inaustrles, Inc. Mon mar 26 13:"24:08 GUl d rage i I D:rcJ POI40c?YPehxeU_io6xzNgS4-73DK12Jg5bFf4oH3wFYv27C3zQ8UoGEwvuRkiTzX2er -2-0.0 3.0-0 2-0-0 i 3-0-0 I Scale = 1:14.6 Plate Offsets (X Y)-- [2:0-1-10 0-1-8) f2:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180' MT20HS 187/143 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: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ! TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=11/Mechanical, 4=26/Mechanical, 2=28610-8-0 Max Horz 2=128(LC 12) Max Uplift 3=-38(LC 12), 2=-158(LC 12) Max Grav 3=28(LC 8), 4=52(LC 3), 2=286(LC 1) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except I hen shown. i NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL_-4L2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 158 lb uplift at joint 2. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual budding component, not a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury ;and property damage. For general guidance regarding the MOW fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Aj exandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T13598110 1377009-GEM-CHESSER CJ51 Corner Jack 4 1 Job Reference (optional) uullaers t-IrSr50urce, t-on: niece, rL "J4`J4b It O.e IV 5 rtW IZ 4V I b Iv111 eK II IVUSa1tl5, 11IV. IVIVII IVIdI CV 1 o.G9: I V 4- raye I ID:rcJP0140c?YPehxeU_io6xzNgS4-3SL49kL5dCW NK6RS2gaN7YHPTDjRFAkDNCwrnMzX2ep 3-0-0 5-0-0 3-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TIC0.75 Vert(LL) 0.03 6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 6.49 Vert(CT) -0.04 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 rt/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R I LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 "Except' 6-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:19.5 m 0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=81/Mechanical, 2=343/0-8-0, 5=63/Mechanical) Max Harz 2=184(LC 12) Max Uplift 4= 81(LC 12), 2=-156(LC 12), 5=-12(LC 12) Max Grav 4=81(LC 1), 2=343(LC 1), 5=94(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 81 lb uplift at joint 4, 156 lb uplift at joint 2 and 12 Ib uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of desi'rgn parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se4ANSI/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 T13598111 1377009-GEM-CHESSER CJ52 Corner Jack 1 1 Job Reference (optional) Builders I-Irstbource, tort Niece, NL 3494b J a.zI u 5 reu rz zu la rvn i eK muusrnes, inc. Mull rwar co 1 scar: 1 1 cu i o raye i ID:rcJP0140c?YPehxeU_io6xzNgS4-XevTN4LjOWeEyGOecO5cgmgaCd9B_dzMbrfOJozX2eo -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:14.6 m 0 m T LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 MT20HS 187/143 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: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x8 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 1 /Mechanical, 4=26/Mechanical, 2=286/0-8-0. Max Horz 2=128(LC 12) Max Uplift 3= 38(LC 12), 2=-158(LC 12) Max Grav 3=28(LC 8), 4=52(LC 3), 2=286(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. 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., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for membi rs and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 158 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss systern. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITe i' 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, se6ANSI/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, Alexandda. VA 22314. Tampa', FL 33610 Job Truss Truss Type r. k Oty Ply T13598112 1377009-GEM-CHESSER D01 HALF HIP 1 1 Job Reference (option al tsunuers rirsiaource, ron r-iece, rL a-+a40 vy� ID=JP0140c?YPehxe i'o'6xzNgS4-7rSraOML8gm5ZObr95crCzNni1OKjzhWgVPyrFzX2en -2-0-0 1-2-0 6-9-4 13-0-0 15-0-0 21-4-15 i 27-11-9 34-10-0 2 0 0 1-2-0 5-7-4 6-2-12 2-0-0 6-4-15 6-6-11 6-10-7 cm 2x4 = qI 1 2 0 17 ST1.5x8 STP = 3x6 = 2x4 11 3x8 I I I 3x4 = Scale = 1:75.9 5x6 = 3x4 = 3x6 = 3x4 11 6.00 F12 2x4111 6 7 21 8 9 22 10 5 5x6 i 4 N� 20 19 3 16 15 4 23 2x4 11 3x6 ST1.5x8 STP = 6x8 = 24 13 25 12 26 it 11 5x6 = 3x4 = STi.5x8 STP = 6x8 = 1-2-0 1 s-94 13-c0 21.4.15 %11-9 34•t0-0 1a 5-7d 6-2-12 8A-15 6-6-11 6-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.15 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.25 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matfix-SH 1 Weight: 232lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except` 10-11: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-11, 6-14, 9-11, 6-13, 7-12 REACTIONS. (lb/size) 11=666/0-8-0, 14=1588/0-8-0, 17=41B/0-8-0 Max Horz 17=465(LC 12) Max Uplift 11=-396(LC 9), 14=-615(LC 12), 17=-185(LC 12), Max Grav 11=769(LC 26), 14=1588(LC 1), 17=418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-761/88, 3-4=-519/87, 4-5— 654/520, 5-6=-487/454, 6-7=-528/322, 7-9=-508/342 BOT CHORD 2-17=-49/772, 16-17=-312/370, 14-16=-314/367, 12-13=-322/528, 11-12— 342/508 WEBS 4-14=-487/523, 5-14=-256/509, 6-14=-987/946, 9-11= 743I496, 6-13=-614l799, 9-12=0/270, 7-13=-4361548, 3-17=-301/520 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 15-0-0, Extedor(2)15-0-0 to 23-5-13 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 11, 615 lb uplift at joint 14 and 185 lb uplift at joint 17. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. __ Design valid for use only with MITek® connectors. This design Is based only upon p6rameters 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 arid/or chord members only. Additional temporary and permanent bracing a !Tek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, se4ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i , Oty Ply T13598113 1377009-GEM-CHESSER D02 HALF HIP 1 1 Job Reference optional) Builders FirstSource, Fort Piece, FL 34945 m 2x4 dI 0 uxb = 2X4 II 1-2-0 1.7.9 1' 7-1-9 6.00 12 5x6 1 8.210 s Feb 12 2018 MITeK Industries, Inc. Mon Mar 26 13:24:14 2018 Page 1 1 D:rcJP0140c?YPehxeU_io6xzNgS4-yDab?60bgROppj I D HW fJIOS73g4j Bmgplpu2w7zX2el 5x6 = LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.13 13-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.25 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS i REACTIONS. (lb/size) 11=748/Mechanical, 15=1589/0-11-5, 17=341/0-8-0 Max Horz 17=409(LC 12) Max Uplift 11=-418(LC 9), 15=-647(LC 9), 17=-152(LC 12) 1 Max Grav 11=810(LC 26),15=1589(LC 1), 17=341(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-801/176, 3-4=-598/183, 4-6=-706/544, 6-7=-573/492,17-8=-683/416, 8-9=-676/458 BOT CHORD 2-17=-124/831, 16-17= 216/265, 15-16=-216/265, 12-13=-416/683, 11-12=-458/676 WEBS 4-15=-419/488, 6-15= 215/419, 7-15=-1078/1065, 9-11=-888/597, 7-13= 744/946, 9-12=0/286, 8-13=-470/588, 3-17=-237/436 3x4 = Scale = 1:66.0 3x4 11 PLATES GRIP MT20 244/190 Weight: 215 lb FT = 20% Structural wood sheathing directly applied or 5-8-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 9-11, 7-13, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Inkerior(1) 3-11-3 to 13-0-0, Exterior(2) 13-0-0 to 21-5-13 zone; cantilever left exposed ;C-C for members and forces & MWFRS fo reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 11, 647 lb uplift at joint 15 and 152 lb uplift at joint 17. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. -- Design valid for use only with M)TekO 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 arid/or chord members only. Additional temporary and permanent bracing Mew Is always required for stability and to prevent collapse with possible personal Injury Viand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T13598114 1377009-GEM-CHESSER D03 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 t3.210 s reo iz 2Oi is nni I ex inausiries, inc. ivion rviar 2b i s:z4:v u 2u1 a rage i I D:rcJ P0140c?YPehxeU_io6xzNgS4-uciMQnPrC2GX21 vcOxhnNpXTiel2fgp617N9_OzX2ej -2-0-0 1-2-0 4-11-7 9-4-7 11-0-0 12-7-4 17.0-0 23-0-0 28-11-0 34-10-0 2-0-0 1-2-0 3-9.7 4-4-15 1-7-9 1-7-4 4-4-12 6-0-D 5-11-0 5-11.0 Scale = 1:63.0 5x6 = 4x6 = 3x6 = 3x8 = CO 0 1-2.0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC TCDL 7.0 Lumber DOL 1.25 BC BCLL 0.0 ' Rep Stress Incr YES WB BCDL 10.0 Code FBC2017ITP12014 Matr LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* DEFL. in (loc) Well Ud Vert(LL) -0.08 20-21 >999 240 Vert(CT) -0.16 20-21 >622 180 Horz(CT) 0.03 12 n/a n/a BRACING - TOP CHORD 17-19,8-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.2 *Excepi* 2-22: 2x4 SP No.3 REACTIONS. (Ib/size) 12=875/Mechanical, 20=1458/0-11-5, 21=346/0-8-0 Max Horz 21=354(LC 12) Max Uplift 12— 453(LC 9), 20— 676(LC 9), 21= 131(LC 12) Max Grav 12=899(LC 24), 20=1458(LC 1), 21=346(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-683/141, 3-4= 435/145, 4-5=-556/382, 5-6=-447/3531 6-7=-1002/661, 7-8=-1002/661, 8-10=-1266/878 BOT CHORD 2-21= 147/690, 17-18=-180/286, 15-16=-887/1280, 12-13=-541/755 WEBS 4-20=-296/442, 18-20=-1186/1199, 5-18=-192/377, 6-16=1846/1088, 7-16=-357/476, 8-16=-385/283, 13-15= 521/727, 10-15= 423/642, 10-12=;1031/735, 3-21= 183/532, 6-18=-1033/973 PLATES GRIP MT20 244/190 Weight: 222 lb FT = 20% Structural wood sheathing directly applied or 4-11-10 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 10-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--14.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11 -00, Exterior(2) 11-0-0 to 19-5-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent 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 453 lb uplift at joint 12, 676 lb uplift at joint 20 and 131 lb uplift at joint 21. i i i I9 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn 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 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 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 , k Qty Ply T13598115 1377009-GEM-CHESSER D04 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34946 8.210 s Feb 12 2018 MITek Industries, Inc. Mon Mar 26 13:24:1 12018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-MoGkd7QUzMONgBToyeCOv14cz2OtO51F_n6jW SzX2ei -2-0-0 1-1-1 4-9-4 9-0-0 -9- 16-4-11 23-0-0 28-11.0 34-10-0 2-0•D3-7-10 4-2-12 -9- 6-7-5 6-7-5 5-11-0 5-11-0 m 2x4 qI 0 1-1-10 Scale = 1:65.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSL I TC 0.74 BC 0.89 WB 0.97 Matrix- SH DEFL. in (loc) I/dell Ud Vert(LL) 0.23 14-15 >999 240 Vert(CT) -0.34 15-16 >965 180 Horz(CT) 0.17 11 rl/a n/a PLATES GRIP MT20 244/190 Weight: 206 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc pudins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-6-3 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 6-16 5-18,9-12: 2x4 SP No.2 i OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-0-13 except Qt=length)11=Mechanical, 19=0-3-8. (lb) - Max Horz 21=298(LC 12) I Max Uplift All uplift 100 lb or less at joint(s) except 11=-509(LC 9), 20= 771(LC 9), 21= 346(LC 1), 19=-187(LC 9) Max Grav • All reactions 250 lb or less at joint(s) except 11=998(LC 1), 20=1608(LC 1), 21=277(LC 9), 19=431(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except /hen shown. TOP CHORD 2-3= 1421/1070, 3-4=-1407/1231, 4-5=-416/257, 5-6= 410/389, 6-7= 1900/1393, 7-9= 1873/1373, 9-10=-1045/775, 10-11= 946/784 1 BOT CHORD 2-21=-1022/1493, 20-21= 1022/1016, 19-20= 1022/1016, 18-19= 1022/1016, 15-16— 1293/1756, 14-15=-1293/1756, 7-14=-314/348 1 WEBS 16-18= 848l762, 5-16= 118/286, 6-16— 1515/1136, 6-15=0/337, 12-14= 712/964, 9-14=-714/973, 9-12= 851/797, 10-12— 967/1309, 4-20=-1,625/1568, 4-18=-1355/1469 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; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom ctrord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 5) Refer to girder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 509 lb uplift at joint 11, 771 lb uplift at joint 20, 346 lb uplift at joint 21 and 187 lb uplift at joint 19. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 i ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 Mffek` Is always required for stability and to prevent collapse with possible personal Injury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, soVANSi/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 w . Oty Ply T13598116 1377009-GEM-CHESSER D05 Half Hip Girder 1 Job Reference (optional) buitaers r-irsroource, MR rrece, t-L J4e40 cm of 2-0-0 ' 7-0-0 NAILED 5x8 = 6.00 FIT 4 4x6 4x6 i i 3 9-9-5 o.c iva reu is cu io rvnie�uiuwu roa,u ayc i ID:rcJP0140c?YPehxeU_io6xzNgS4-FaVFTVT_l bupBonZBUHy4tFiBfNEKyXrvP4wfDzX2ee 5-11-0 1 5-11-0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3x6 NAILED 4x6 = NAILED NAILED NAILED 4x12 NAILED NAILED 205 21 22 1 23 6 24 25 7 8 26 27 9 28 29 10 Scale = 1:63.0 16 14 11 31 32 33 15 34 35 36 I� 5x8 STP= 18 30177x10 = NAILED NAILED NAILED NAILED 7x10 = 13 37 38 12 39 40 11 6xB = &B = NAILED I NAILED NAILED 5x6 = NAILED NAILED NAILED NAILED 6x8 3x6 = Special NAILED j NAILED 7-0-0 1 9-9-5 34-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/-FP12014 CSI. i TC 0.72 BC 0.86 WB 0.83 Matrix- DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0-65 14-15 >632 240 -0.76 14-15 >540 180 0.25 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 409 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purfins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-17,8-13: 2x4 SP No.3, 14-16: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-5 REACTIONS. (lb/size) 11=2477/Mechanical, 2=2377/0-8-0 Max Horz 2=242(LC 8) Max Uplift 11= 1500(LC 5), 2=-1317(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2A=-4306/2509, 4-5= 6560/4056, 5-6=-6716/4161, 6-8� �684/4754, 8-9=-7507/4650 BOT CHORD 2-18=-2270/3721, 5-16= 483/519, 15-16=-5337/8609, 14-15=-5337/8609, 8-14=-602/618, 12-13=-247/427, 11-12=-2150/3534 WEBS 4-18=-1147/855, 16-18= 2191/3692, 4-16=-2536/4017, 6-16=-2024/1306, 6-15= 7/597, 6-14=-989/624, 12-14=-1932/3153, 9-14=-2734/4345, 9-12=-269/486, 9-11=-4093/2490 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as fropt (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=3.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1500 lb uplift at joint 11 and 1317 lb uplift at joint 2. Welter P. Finn PE No.22839 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NUS guidlines. MiTek USA, Inc. FL Cart 6634 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 lb down and 76 lb up at 6904 Parke East Blvd. Tampa FL 33610 7-0-0 on bottom chord. The design/selection of such connection device�(s) is the responsibility of others. Date: LOAD CASE(S) Standard March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREX REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 InJuN and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses 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, Nexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply T13598117 1377009-GEM-CHESSER E01 ROOF SPECIAL GIR IA 1 4 Job Reference (optional) Builders FirstSource; Fort Piece, FL 34945 ME ST1.5x8 STP = 6.00 12 7x10 = 6.21 u s FeD 12 2U1 B MI I eK Inausines, Inc. Mon Mar zb 1:1:z4:zJ zul t5 rage 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-Byd?uBVEZCBX06xyJvJQ91KbxT7_oph7MjZ1 k6zX2ec 12-6-8 16-11-0 16,8-0 19-8-0 2-8-8 0- -0 2.11-0 Scale = 1:38.9 6x8 = 4x6 i 4x6 3 5 ! I LUS26 i g ST1.5x8 STP = 7 m 8X10 = o 10 11 9 12 8 13 14 i4 0 's 3x6 I LUS26 5X8 LUS26 3x8 II LUS26 r Io HHUS28-2 LUS26 e 17-" LOADING (psf) SPACING- 2-0-0 CSI. 1 DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.26 6-8 >889 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.36 6-8 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.27 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 525 lb FT = 20% LUMBER- BRACING - TOP CHORD 2xB SP 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 10 REACTIONS. (lb/size) 1=4654/0-8-0, 7=6182/0-8-0 Max Horz 1=106(LC 5) Max Uplift 1=-2348(LC 8), 7= 2818(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except then shown. TOP CHORD 1-2= 2022/1099, 2-3=-14358/7267, 3-4=-10345/5099, 4-5-10431/5145, 5-6=-15120/7055, 6-7= 2676/1243 BOT CHORD 2-10=-6670/13193, 9-10=-6670/13193, 8-9= 6479/14122, 6-8= 6479/14122 WEBS 4-9=-4314/8801, 5-9=-6236/2753, 5-8= 1949/4704, 3-9= 51 23/2858, 3-10=-2340/4275 NOTES- 1) 4-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. I Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the memberlw/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. I 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., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load noncohcurrent 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) 1, 7 considers parallel to grain value using ANSI/TPI 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 2348 lb uplift at joint 1 and 2818 lb uplift at joint 7. 9) Use Simpson Strong -Tie HHUS28-2 (22-1Od Girder, 8-1Od Truss, Single !Ply Girder) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or, equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from Walter P. Finn PE No.22839 the left end to 17-0-0 to connect truss(es) to back face of bottom chord. ! MiTek USA, Inc. FL Cert 6634 11) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: March 26,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters 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 Mii'ek` prevent Is always required for stability and to prevent collapse with possible personal inluryland 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 T13598118 1377009-GEM-CHESSER E02 Roof Special 1 1 Job Reference (optional) t3maers t-Irst6ource, t-Ort F MCe, I-L 3494b -2-0-0 3-0-0 6.00 12 15 3 2x4 11 2 5x6 11 mI 2x4 = o e 1 8 STP= 3x4 = 3x4 - O.LI U 5 reu 14 GU 10 IVII I er, IIIUUbUle5, IIIU. IVIUII IVIGr eu I 0:LY:44 LU 16 reye I I D:rcJ P0140c?YPehxeU_io6xzNgS4-f8BN5XVtKWGO?GW 8scgfhVtm4sPJXROHbNJ aGYzX2eb 16-8-0 19.8-0 6-10-0 3-0-0 5x8 = 4 16 17 Scale = 1:37.8 5 5X6 11 iomv 16- 9 2x4 II 7 = 5X6 11 ST1.5x8 STP = 3x4 = 3x4 = 19-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITPI2014 CSI. TC 0.87 BC 0.84 WB 0.27 Matrix-SH DEFL. in Vert(LL) 0.61 Vert(CT) -0.80 Horz(CT) 0.49 (loc) Well Lid 8-9 >372 240 8-9 >286 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 83 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. 4-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-2-7 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 3-5: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=69510-8-0, 2=841/0-8-0 Max Horz 2=146(LC 12) Max Uplift 6=-290(LC 13), 2=-385(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1076/919, 3-4=-1209/928, 4-5=-1204/956, 5-6= 1180/1117 BOT CHORD 2-11 =-7331890, 10-11= 433/653, 3-10=-352/771, 9-10=-602/1030, 8-9=-602/1030, 5-8— 319/749, 7-8= 620/713, 6-7=-916/961 WEBS 4-9=-230/567, 3-11=-883/675, 5-7= 972/898 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, I+rior(1) 3-11-3 to 9-10-0, Extedor(2) 9-10-0 to 15-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 6 and 385 lb uplift at joint 2. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 10/03/2075 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 arid/or chord members only. Additional temporary and permanent bracing p1g A,, MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 0ty Ply T13598119 1377009-GEM-CHESSER E03 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a.Clu s feu le zu 10 rvn I UK uruusuieb, urc. rerun mar co io.c•r.co —ro rayw i I D:rcJ P0140c?YPehxeU_io6xzNgS4-bXJ7W CX7r7X6FZgX_l s7nwy8Fg58?Maa2hohLRzX2eZ 2-0-0 3-0-0 9.0-0 10.8.0 16-8-0 19-8-0 21-8-0 2-0-0 3-0-0 6-0.0 1-8-0 6-0-0 3-0-0 2-0-0 3x4 9-0-0 16-8-0 Scale = 1:39.6 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (loc) WWI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.55 10-11 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.88 Vert(CT) -0.69 10-11 >328 180 BCLL 0.0 * Rep Stress Incr YES WB 0.20 Horz(CT) 0.44 7 n/a n/a BCDL 10.0 Code FBC2017/TPf2014 Matrix-SH Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc puffins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 13-14,9-10: 2x4 SP No.3, 3-6: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=833/0-8-0, 7=833/0-8-0 Max Horz 2= 123(LC 10) Max Uplift 2=-375(LC 12), 7= 375(LC 13) I FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1044/951, 3-4=-1207/863, 4-5=-1043/679, 5-6= 1207/,854, 6-7=-1044/949 BOT CHORD 2-14=-671/839, 13-14= 415/635, 3-13=-318/803, 12-13= 421/1034, 11-12=-427/1043, 10-11=-426/1034, 6-10=-290/803, 9-10=-432/661, 7-9=-693/873 WEBS 4-12= 130/289. 5-11=-1271289, 6-9= 894/669, 3-14= 856/6645 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Exterior(2) 9-0-0 to 10-8-0, Interior(1) 19-4-0 to 21-8-13 zone;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 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.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 375 lb uplift at joint 2 and 375 Ib uplift at joint 7. i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111II-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, 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 MiTel * 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/TP11 Quality Criteria, DSB-89 and BCSt Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T13598120 1377009-GEM-CHESSER E04 Hip Girder t 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a.zt u s Feb i z 2018 rvu 1 etc muusules, mu. Ivw11 Mar co I o.c•r.co cu 1 o rage ID:rcJP0140c?YPehxeU_io6xzNgS4-XwQuxuZNNkngUtpv5SvbsL1 U3Um5THXtW?HoPJzX2eX 2-0-0 3-0-0 7.0-0 12-8-0 16-8-0 19.8.0 21-8-0 2-0-0-0-0 5-8-0 4-0-0 3-0-0 2-0-0 Scale = 1:42.4 Special 5x8 = Special NAILED NAILED 4x6 — 4 21 22 5 6.00 12 6 M 0 rh 3 I 2x4 II 10 — 7 2x4 II i� N 2x4 — 2 4x6 11 12 23 24 11 4x6 11 2x4 — xN I� 2x4 1 NAILED NAILED 3x4 e e 8 0 5x8STP— 14 Special Special 9 ST1.5x8 — 3x4 = 3x4 = I 3x4 = 3x4 = 3-0-0 7-0-0 12-8-0 16-8-0 19-8-0 3-0-0 4-0-0 5-8-0 4-0-0 3-0-0 Plate Offsets (X Y)-- (3.0-4-12 Edgel (4.0-6-0 0-2-81 (6.0-4-12 Edgel (10.0-3-0 0-0-01 (13.0-3-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.35 12-13 >650 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.41 10-11 >554 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) 0.30 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 198 lb FT = 20% LUMBER- 1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-14,9-10: 2x4 SP No.3, 3-6: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1414/0-8-0, 7=1414/0-8-0 Max Horz 2=-101(LC 6) Max Uplift 2= 857(LC 8), 7=-857(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2038/1228, 3-4= 3168/1944, 4-5=-2878/1805, 5-6=-3� 66/1903, 6-7=-2038/1233 BOT CHORD 2-14=-998/1610, 13-14=-730/1226, 3-13=-1440/2436, 12-1,3=-1679/2831, 11-12=-1702/2880, 10-11=-1616/2830, 6-10=-1404/2435, 9-10= 675/1226, 7-9=-912/1610 WEBS 4-12= 403/894, 5-11— 391/894, 3-14=-1731/1076, 6-9— 1731/982 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 fro t (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=42psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60i 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load noncurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 857 lb uplift at joint 2 and 857 lb uplift at joint 7. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 216 ib up at 7-0-0, and 133 lb down and 216 lb up at 12-8-0 on top chord, and 373 lb down and 252 lb up at 7-0-0, and 373 lb down and 252 lb up at 12-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Padte East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M11EK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p/g g� MiTew Is always required for stability and to prevent collapse with possible personal Inluryland 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 Qty Ply T13598121 1377009-GEM-CHESSER EJ2 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 'U1 tl MI I eK Inausirles, Inc. NIDn Mar Za 1,5:24;29 20I8 rage I V qS4-06_G9 EZ?82vg61 O6fAQq OZapytJ2C m Rokfo LymzX2e W N O O Scale = 1:9.3 ST1.5x8 STP 1-10-8 1-10-8 Plate Offsets (X Y)-- (1.0-1-4 Edge) 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 0.10 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 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 FBC2017ITP12014 Matrix -I' Weight: 6 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=66/0-8-0, 2=48/Mechanical, 3=18/Mechanical Max Horz 1=54(LC 12) Max Uplift 1=-19(LC 12), 2=-57(LC 12) Max Grav 1=66(LC 1), 2=48(LC 1), 3=36(LC 3) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--�.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIr1.60 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 19 lb uplift at joint 1 and 57 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT'ek' prevent Is always required for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty PIY T13598122 1377009-GEM-CHESSER EJ3 Jack -Open 11 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 0 0 8.2 i V s Feb l 2 20l a iwi i eK muusa res, iiic. rvwvi i iwai cv i o.cw.ov cv i o r age i I D:rcJ P0140c?YPehxeU_io6xzNgS4-UIYeMaadvMi XjBzl Dtk3xm6gQHedxDh9zJmvUCzX2eV Scale = 1:14.6 Plate Offsets (X Y)-- (2.0-2-0 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 6.75 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 6.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=1 1 /Mechanical, 2=28610-8-0, 4=26/1 Max Horz 2=128(LC 12) Max Uplift 3= 38(LC 12), 2=-158(LC 12) Max Grav 3=28(LC 8), 2=286(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL�.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extefior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 38 lb uplift at joint 3 and 158 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and 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-r a Qty Ply T13598123 1377009-GEM-CHESSER EJ4 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MI I eK industries, Inc. Mon Mar 26 13:24:32 20i 8 Page 1 I D:rcJ P0140c?YPehxeU_io6xzNgS4-QhgPnGcuRzH FzU7hKIzXOBCHg5KLP7ASOdF?Y4zX2eT -1-10-10 3-4-15 1-1 n-1 o 1 I 3-4.15 LOADING (psf) SPACING- 213 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 TCDL 7.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale = 1:11.3 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.01 2-4 >999 240 MT20 244/190 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=273/0-5-5, 4=31/Mechanical Max Harz 2=104(LC 19) Max Uplift 3=-48(LC 4), 2=-186(LC 4) Max Grav 3=44(LC 1), 2=273(LC 1), 4=63(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except Len shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.601 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 48 lb uplift at joint 3 and 186 lb uplift at joint 2. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are rioted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Walter P. Finn PE No.22639 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 0 WARNING -Verily 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 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 NOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ! o , Oty Ply T13598124 1377009-GEM-CHESSER EJ7 Jack -Open i 25 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MI I ex Industries, Inc. Mon Mar zu i 3:24:33 2018 rage 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-utEn_bcW CHP6aeitu?UmZPkHyVYR8ar:lcfH_Z5XzX2eS 2-0-0 ' 1 7-0.0 Scale = 1:25.2 1 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.12 2-4 >649 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 2-4 >430 180 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-SH Weight: 29Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=151/Mechanical, 2=397/0-8-0, 4=69/Mechanical Max Horz 2=239(LC 12) Max Uplift 3=-168(LC 12), 2=-176(LC 12) Max Grav 3=151(LC 1), 2=397(LC 1), 4=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Intedor(1) 3-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 168 lb uplift at joint 3 and 176 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0X2015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal tnlur' 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 Btvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type r a city Ply T13598125 1377009-GEM-CHESSER EJ31 Jack -Open 5 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -2-0-0 8.210 s Feb 12 2018 Mi I ek Industries, Inc. Mon Mar 26 13:24:31 2078 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-yV60ZwbGgf9OLLYUnbSIU_f?9h_PggwJCzVS0ezX2eU 3-5-0 Scale = 1:15.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 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: IS lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=30/Mechanical, 2=293/0-8-0, 4=30/Mechanicali Max Horz 2=140(LC 12) Max Uplift 3=-57(LC 12), 2=-156(LC 12) Max Grav 3=38(LC 19), 2=293(LC 1), 4=60(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 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 pst 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 57 lb uplift at joint 3 and 156 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TEK 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 bullding component, not a inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type . a Oty Ply T13598126 1377009-GEM-CHESSER EJ71 Jack -Open 5 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:34 2018 Pagel ID:rcJP0140c?YPehxeU_io6xzNgS4-M4o9Cxd8zaXzCoH3Sj??5cH W Puspti gluwk6dzzX2eR -2-0-0 3-0-0 - 7-0-0 2-0-0 3-0-0 4-0-0 Scale = 1:25.2 LOADING (psf) SPACING- 2-0-0 CSI. I TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except* 6-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=136/Mechanical, 2=410/0-8-0, 5=90/Mechanical Max Horz 2=239(LC 12) Max Uplift 4=-137(LC 12), 2=-170(LC 12), 5=-16(LC 12) Max Gray 4=136(LC 1), 2=41O(LC 1), 5=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-263/47 BOT CHORD 2-7=-290/299, 3-6=-299/290 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.20 5-6 >393 240 MT20 244/190 Vert(CT) -0.21 5-6 >383 180 Horz(CT) 0.08 5 n1a n/a Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 , 2) This truss has been designed for a 10.0 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 137 lb uplift at joint 4, 170 lb uplift at joint 2 and 16 lb uplift at joint 5. ' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type R city Ply T13598127 1377009-GEM-CHESSER EJ72 Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 TCDL 7.0 Lumber DOL 1.25 BC 0.82 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2 I BOT CHORD 2x4 SP No.2 *Except' 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=142/Mechanical, 2=406/0-8-0, 5=83/Mechanical Max Horz 2=239(LC 12) Max Uplift 4= 143(LC 12), 2=-172(LC 12), 5=-12(LC 12) Max Grav 4=142(LC 1), 2=406(LC 1), 5=116(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6.21 u S Feb 12 zu! is MI I eK Induslrles, Inc. Man Mar 26 i3:24:36 2018 rage 1 JfggysG00XEeqqg R I ADcTwv7aTf9 PzX2a Scale - 1:25.2 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.26 6 >309 240 MT20 244/190 Vert(CT) -0.26 6 >303 180 Horz(CT) 0.12 5 n/a n/a Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-11-4 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 143 lb uplift at joint 4, 172 lb uplift at joint 2 and 12 lb uplift at joint 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a inns 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 � MffeAR( Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type r • Qty Ply T13598128 1377009-GEM-CHESSER GO1 Monopitch Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek industries, Inc. Mon Mar 26 13:24:36 2018 Page 1 c?YPehxeU io6xzNaS4-ISvvddf0VCnhR6QSZ82TB1Mz?iXILIL2LEDDhszX2eP 3-10-0 7-1-8 11-1-0 145-4-0 3-10-0 3-3-8 3-11-8 -3-0 5 6.00 12 3x4 5x6 i 4 5x6 i 3 3X4 i 2 1 I o i ST1.5x8 STP = 3X8 i 2x4 I 8 10 7 11 s� 6X8 = LUS26 6X8 = LUS24 ST1.5x8 STP = HHUS26-2 LUS24 7x10 = 11-1-0 Scale = 1:49.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.10 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix Weight: 240lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except' 5-6: 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 6=3525/0-8-0, 1=2597/0-8-0 Max Horz 1=416(LC 23) Max Uplift 6=-2117(LC 8), 1=-1382(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2=-5118/2718, 2-3=-5144/2798, 3-4= 2569/1323 BOT CHORD 1-9= 2753/4471, 8-9=-2753/4471, 7-8=-2724/4506, 6-7=- WEBS 2-8=-334/350, 3-8= 175913029, 3-7=-3046/1870, 4-7=-22 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. shown. 4-6=-3812/2265 NOTES- ! 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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) for (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 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. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2117 lb uplift at joint 6 and 1382 lb uplift at joint 1. 7) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 6-1Od Truss, Single Ply Girder) or equivalent at 7-1-8 from the left end to connect truss(es) to back face of bottom chord. 8) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent at 9-0-12 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson Strong -Tie LUS24 (4-1 Old Girder, 2-10d Truss) or equivalent at 11-0-12 from the left end to connect truss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 13-0-12 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: hAarch 9R 901A ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 111I1-7473 rev. 101OW015 BEFORE USE. Design vaild 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 MUM( Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Hlexandrio, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type . Qty Ply T13598129 1377009-GEM-CHESSER G02 Monopitch 1 1 Job Reference (optional) Builders l-irstbource, I-ort F'lece, t-L 34y4b o.c i u c ram !«u i o w I . w. i . ai --,- ' M I D:rcJ P0140c?YPehxeU_io6xzNgS4-nfTlgzgOGVvY3G?e7rZij Fv?96va4K06auymElzX2eO 7-9-8 15-4 _0 ST1.5x tTP = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.15 1-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.16 1-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 MatrixSH Scale = 1:52.4 PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. 3-4: 2x6 SP No.2 WEBS 1 Row at midpt 3-4, 2-4 REACTIONS. (lb/size) 4=547/0-8-0, 1=547/0-8-0 Max Horz 1=423(LC 12) Max Uplift 4— 384(LC 12), 1=-167(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except hen shown. TOP CHORD 1-2=-787/281, 34= 156/328 BOT CHORD 1-5=-637/633, 4-5=-638/629 WEBS 2-5=0/344, 2-4= 699/717 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 15-1-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 4 and 167 Ito uplift at joint 1. I Walter P. Finn PE No.22839 l MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mg-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k7 Is always required for stability and to prevent collapse with possible personal Injuriy and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,!Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T13598130 1377009-GEM-CHESSER G03 GABLE 1 1 Job Reference (optional Builders FirstSource, Fort Niece, I-L 3494b a.G I V b rtlU I LGV 10 IVII I GA II IUUJII ICJ, IIIV. rvlV I IVIUI cV I V.c-r.V V cv ry . -,- I ID:rcJP0140c?YPehxeU_io6xzNgS4-Fri g2Jgf1 pi PhPaghZ4xGSSEHW FPpIILpYiKmkzX2eN m 0 9.0-0 NAILED I 4xb 5x8 = P= I4 Scale = 1:49.6 2-1-8 2-1-8 3-5-11 9-0-0 1-4-0 5-6-8 16-8-0 7-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 10.63 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 10.59 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB ;0.34 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixTSH Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. Except: WEBS 2x4 SP No.3 "Except' 1 Row at midpt 5-7 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-3 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-7 REACTIONS. (lb/size) 7=578/0-8-0, 2=67210-8-0 Max Harz 2=467(LC 26) Max Uplift 7=-388(LC 8), 2=-258(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-912/111, 34=-793/116, 4-5— 783/163, 5-7=-725/478: BOT CHORD 2-10= 466/766, 8-10=-671/1177, 7-8=-438/669 WEBS 3-10=-107/495, 4-8= 545/238, 5-8=0/370, 4-10=-634/301 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); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 7 and 258 lb uplift at joint 2. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"4.25") toe -nails; per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5= 54, 5-6=-54, 2-7=-20 Concentrated Loads (lb) Vert: 3=71(B) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MlF7473 rev. 10/03V2015 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 systern. 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 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 I 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 T13598131 1377009-GEM-CHESSER G04 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -2-0-0 4- 3-6-8 0 2x 8.210 S I-eo 12 2ul u MI I eK Industries, Inc. Mon Mar 26 13:24:4u eul t5 rage i I D:rcJP0140c?YPehxeU_io6xzNgS4-BD9QS?ivYQH7wjkDo_6PLtXU2JuaHileGsBQgdzX2eL 16-8-0 4x6 = Scale = 1:33.2 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 10.94 Vert(LL) 0.16 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.19 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB ' 0.15 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH i Weight: 77lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=582/0-8-0, 2=731/0-8-0 Max Horz 2=123(LC 12) Max Uplift 6= 237(LC 13), 2= 348(LC 12) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except.. when shown. TOP CHORD 2-3= 924f735, 3-4=-781/724, 4-5=-752f725, 5-6= 836/690 BOT CHORD 2-9=-542f755, 7-9=-703/917, 6-7=-418/658 WEBS 3-9=-171/288, 4-9=-290/305, 4-7= 333/332, 5-7_ 192/405 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL'=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 5-5-8, Interior(1) 5-5-8 to 9-0-0, Exterior(2) 9-0-0 to 15-0-0 zone;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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 6 and 348 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® 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 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 py MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East BNd. 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 31?r, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . ► city Ply T13598132 1377009-GEM-CHESSER G05 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-0-0 u.21 o s Feb 12 zUl B MI I ek industries, Inc. Ivion Mar zb 13:24:41 2016 rage I ID:rcJP0140c?YPehxeU_io6xzNgS4-fQjogLjXJkQzYtJPMheeu54f4j EwO9AnVWw_N3zX2eK 9-0-0 1 16-8-0 1-6-8 5x6 = Scale = 1:33.3 LOADING (psf) SPACING- 2-0-0 CSI. � DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.92 Vert(LL) 0.15 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.19 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 79 lb FT = 20% LUMBER- EIRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. WEBS 2x4 SP No.3 I OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=582/0-8-0, 2=731/0-8-0 Max Harz 2=123(LC 12) Max Uplift 6=-237(LC 13), 2=-348(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except, when shown. TOP CHORD 2-3= 874/733, 3-4=-717/759, 4-5=-704/725, 5-6=-839/702 BOT CHORD 2-9= 504/700, 7-9=-494/730, 6-7= 431/662 WEBS 5-7=-167/377 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=5-0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 6-1-8, Exterior(2) 6-1-8 to 15-0-0, Interior(1) 15-0-0 to 16-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 6 and 348 lb uplift at joint 2. Welter P. Finn PE No.22839 119iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only uponparameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of deslgn 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 fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,• Qty Ply T13598133 1377009-GEM-CHESSER G06 Common 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 18.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:42 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-7cGBtgj942YgA1 ucw09tQlcgF7Z01cQwkAgXvVzX2eJ P_0_0 4.5-4 1 8-4-0 12-2-12 16.8-0 2-0-0 4-5-4 1 3.10-12 3-10-12 4-5-4 4x10 MT20HS = 0 2x 16-8-0 Scale = 1:32.4 m Io Plate Offsets (X Y)— f4.0-2-9 0-1-81 (5.0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.19 4-5 >992 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.23 4-5 >817 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 66 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=582/0-8-0, 2=731/0-8-0 Max Horz 2=130(LC 12) Max Uplift 4=-243(LC 13), 2=-340(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-824/659, 3-4= 819/678 BOT CHORD 2-5=-399/638, 4-5= 399/638 WEBS 3-5=-29/376 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, ilnterior(1) 3-11-3 to 8-4-0, Exterior(2) 8-4-0 to 14-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 4 and 340 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 appllcablllly of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y MIT eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPit Quality Criteria, DSB-89 and BCS1 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 T13598134 1377009-GEM-CHESSER G07 GABLE 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34g45 8.210 s Feb 12 zul a Mi i ek inuusuies, inc. rvion rviar 26 I3:24.44 20 r o rage r I D:rcJPOI40c?YPehxeU_io6xzNgS4-3?OXIMIPcfoYPK2_1 pBLVjil WwM4DVJDBU9e_OzX2eH 2-0-0 3-5-0 8-4-0 13-3-0 16-8-0 18-8-0 2-0-0 3-5-0 4-11i0 4-11-0 3-5-0 2-0-0 4x6 = Scale = 1:35.7 NAILED LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.39 BC 0.32 WB � 0.25 Matrix-SH DEFL. in Vert(LL) 0.06 Vert(CT) -0.10 Horz(CT) 0.03 (loc) I/dell Ud 9 >999 240 9-10 >999 180 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc pudins. BOT CHORD 2x4 SP No.2 Except: WEBS 2x4 SP No.3 4-6-0 oc bracing: 3-4, 4-5 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS. (lb/size) 2=647/0-8-0, 6=647/0-8-0 Max Horz 2=61(LC 33) Max Uplift 2=-366(LC 5), 6=-366(LC 4) Max Grav 2=820(LC 43), 6=820(LC 42) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1374/544, 3-4=-1624/741, 4-5=-1624/41, 5-6=-1374/544 BOT CHORD 2-10=-423/1230, 9-10=-424/1252, 8-9= 401/1249, 6-8=-400/1227 WEBS 3-10=-270/380, 3-9=-338/645, 4-9=-298/271, 5-9=-338/645, 5-8=-270/379 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20'unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom 'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 2 and 366 lb uplift at joint 6. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 349 lb up at 3-5-0, and 287 lb down and 349 lb up at 13-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 LOAD CASE(S) Standard MiTek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED.MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upori parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,;seeANSI/TPI I Quality Criteria, DSB-89 and BCSI 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 Type Qty, Ply T13598135 1377009-GEM-CHESSER HJ2 Diagonal Hip Girder 1 1 i Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a.z w s reo i z 2016 rvu 1 en a iuuau Teo, a ic. rvwi i lvlal cv 1 o.c-r.-r:, — I I I ayo . ID:rcJP0140c?YPehxeU_io6xzNgS4-YByJWim2NzwP1 UcBbXia2xEQxKmSy?ONQ8uBWgzX2eG -2-9-15 2-7-1 2-9-15 2-7-1 Scale = 1:11.5 2x4 = 7 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 3-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 3-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc puffins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=-157/Mechanical, 3=434/0-10-15, 5=22/Mecfi apical Max Harz 3=106(LC 4) Max Uplift 4=-286(LC 19), 3=-202(LC 4) Max Grav 4=212(LC 22), 3=441(LC 35), 5=44(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=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 286 lb uplift at joint 4 and 202 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 3-5= 20, 1-6=-20 Concentrated Loads (lb) Vert: 8=92(F=46, B=46) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WISK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system. Before use, the building designer must verify the applicability of;deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, 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 T13598136 1377009-GEM-CHESSER HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 I 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:24:48 2018 Page 1 I D:rcJP0140c?YPehxeU_io6xzNgS4-ymeSBkowgul_uyLIGfGHgZsukYid9K6p667s79zX2eD 2-9.15 1 ' 4-2-3 Scale = 1:14.3 �o I 2X4 = 92x4 II 423 4-2-3 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ' 0.83 Vert(ILL) -0.03 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.03 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 10.13 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-SH Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 5=75/Mechanical, 3=400/0-10-15, 7=-61/Mech6nical Max Harz 3=137(LC 4) Max Uplift 5=-86(LC 22), 3=-155(LC 4), 7=-161(LC 19) Max Grav 5=95(LC 19), 3=468(LC 35), 7=166(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-367/351 BOT CHORD 3-7=-309/247 WEBS 4-7= 274/344 Structural wood sheathing directly applied or 4-2-3 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 3-7. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for 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 86 lb uplift at joint 5, 155 lb uplift at joint 3 and 161 lb uplift at joint 7. 1 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5= 54, 3-6=-20, 1-8= 20 Concentrated Loads (lb) Vert: 10=96(F=48, B=48) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK 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 6esign parameters and properly Incorporate this design Into the overall �� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems.' seeANSI/TPI I Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type r + Qty Ply � T13598137 1377009-GEM-CHESSER HJ21 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 11 B.ZlU S reD I ZV10 IVII I OK InaU5tr1e5, Inc. Muir IVIaI ZO 10a 9:; 1 GV 10 rage I ?YPehxeU_io6xzNgS4-Ua44wOnlvaA7GomZiyk27MKpr8SJQvW gtS N I ajzX2eE 2-11-5 M LOADING (psf) SPACING- 2-0-0 CSI. � DEFL. in (too) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 3-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 3-5 >999 180 BCLL 0.0 Rep Stress Incr NO WS 0.02 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-119/Mechanical, 3=415/0-10-15, 5=25/Mechanical Max Horz 3=113(LC 22) Max Uplift 4— 235(LC 19), 3=-178(LC 4) Max Grav 4=171(LC 22), 3=446(LC 35), 5=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: i"=V PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD I=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 235 lb uplift at joint 4 and 178 lb uplift at joint 3. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails, per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 3-5=-20, 1-6=-20 Concentrated Loads (lb) Vert: 8=96(F=48, B=48) Walter P. Finn PE No,22839 hliTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev, 10103/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mek` 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 0' Qry Ply T13698138 1377009-GEM-CHESSER HJ31 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34V4b o.c 1� a rnu ILGV I.— — ..- , , -y.. , I D:rcJ P0140c?YPehxeU_io6xzNgS4-QyCq L4pYRBQrV6wygNnW CnP8Px4uuiyyLmsPfbzX2eC -2-9-15 4-9-4 2-9-15 4-9-4 2x4 = Me LOADING (psf) SPACING- 2-0-0 CSI. ' DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.51 Vert(ILL) -0.01 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.01 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 10.48 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=24/Mechanical, 7=1232/0-11-5, 6=-427/Mechanical Max Horz 7=149(LC 4) Max Uplift 4=-62(LC 6), 7=-658(LC 4), 6=-427(LC 1) 1 Max Grav 4=117(LC 19), 7=1232(LC 1), 6=248(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excep i when shown. TOP CHORD 2-3=-688/1292 BOT CHORD 2-8=-1174/713, 7-8=-1174/713, 6-7=-1174/564 WEBS 3-7= 1091/533, 3-6=-600/1250 4-9.4 NAILED Scale = 1:15.3 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 20% Structural wood sheathing directly applied or 4-9-4 oc purlins. Rigid ceiling directly applied or 5-3-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 62 lb uplift at joint 4, 658 lb uplift at joint 7 and 427 lb uplift at joint 6. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 117 lb up at 1-6-2, and 67 lb down and 117 lb up at 1-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8— 20, 1-9=-20 1 Concentrated Loads (lb) Vert: 8=-135(F= 67, B=-67) 11=-119(17 60, B=-60) 13=-13(F=-7, B_ 7) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only 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 rt� g� 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 Oty Ply T13598139 1377009-GEM-CHESSER HJ52 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 122018 MiTek Industries, Inc. Mon Mar 26 13:24:51 2018 Pagel ID:rcJPOI40c?YPehxeU_io6xzNgS4-MLJamlgozpgZIP4Kxnp_HCUW IIhXMfKFo4LWjUzX2eA 2-9-16 1-7-1 5-1-9 9-10-1 2-9-15 1-7-1 36-9 4.8-7 H-6 1-7-1 5-1-9 9-10-1 1-1-6 -5-1 3-6-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 7.0 Lumber DOL 1.25 BC 0.59 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 I REACTIONS. (lb/size) 4=108/Mechanical, 2=523/0-11-5, 6=235/Mechanical Max Harz 2=273(LC 22) Max Uplift 4=-122(LC 4), 2=-369(LC 4), 6=-96(LC 8) Max Grav 4=108(LC 19), 2=528(LC 35), 6=273(LC 35) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-723/148 BOT CHORD 2-7— 274/571, 6-7— 274/571 WEBS 3-6=-612/294 Scale: 1/2'=l' 0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 2-7 >999 240 MT20 244/190 Vert(CT) -0.04 2-7 >999 180 Horz(CT) 0.00 6 n/a n/a Weight: 60 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1;.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 4, 369 lb uplift at joint 2 and 96 lb uplift at joint 6. 6) "NAILED" indicates 3-1 Od (0.148" &') or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-54, 2-9=-14, 2-4=-54, 2-5=-20 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. fits design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the biding 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 fabricailon, storage, delivery, erection and bracing of Musses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 278 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type L % Qty Ply T13598140 1377009-GEM-CHESSER HJ71 Diagonal Hip Girder 2 1 Job Reference (optional) bui aers r-usi. ource, rorr riece, rL 34U40 2-9-15 D.L I a s reu IL 4U 10 IVII I UK HIUuslries, InU. MUII IVIQI LD I O:L'f:DL ev 10 rdge I ID:rcJP0140c7YPehxeU_io6xzNgS4-gXtz_5rRk6oQMZfXVVKDgP1 aj9zQ56oP1 k53GwzX2e9 4-2-3 2-0-1 3-7-13 6 NAILED Io NAILED 3x4 16 I 4.24 FIT 5 I i NAILED \� NAILED 4 15 j LJ 2x4 11 3 I 3 6 4x6 = 9 18 8 2 2x4 II NAILED 3x6 — s 6• 17 12 11 NAILED 1 k g NAILED 2.4 II 3x4Li = 01 = NAILED NAILED 3x4 = 14 NAILED 2x4 11 I 4-2-3 6-2-3 9-10-1 4-2-3 2-0-1 3-7-13 Plate Offsets (X,Y)-- (3:0-2-8,0-1-81, r4:0-2-14,0-1-41, (10:0-2-8,0-2-01, (11:Edge,0-1-81 Scale = 1:27.7 0 0 LOADING (psf) SPACING- 2-0-0 I CSI. I DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.12 9-10 >955 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1 0.87 Vert(CT) -0.15 9-10 >729 180 BCLL 0.0 ' Rep Stress Incr NO WB , 0.28 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight:51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 1 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc pudins. BOT CHORD 2x4 SP No.2 *Except* i BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-11: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except' 2-14: 2x4 SP No.2 REACTIONS. (lb/size) 6=79/Mechanical, 3=565/0-10-15, 8=291/Mechanical Max Horz 3=249(LC 4) 1 Max Uplift 6=-80(LC 4), 3=-257(LC 4), 8=-186(LC 4) 1 Max Grav 6=80(LC 19), 3=715(LC 35), 8=334(LC 35) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-638/131, 4-5=-962/501 BOT CHORD 3-12=-175/398, 11-12= 175/398, 10-11 =-1 89/351, 4-10= 414/576, 9-10= 586/886, 8-9=-586/886 WEBS 5-9= 1331411, 5-8= 939/621, 4-12=-285/210 I 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., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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 80 lb uplift at joint 6, 257 lb uplift at joint 3 and 186 lb uplift at joint 8. 6) "NAILED" indicates 3-1 Od (0.148"&') or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 3-11=-20, 7-1 0=-20,1-13=-20 Concentrated Loads (lb) Vert: 11=-16(F= 8, B=-8) 15=96(F=48, B=48) 16=-16(F=-8, B=-8) I 1370(F=-35, B=-35) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown- and Is for an Individual building component, not a Irrrss 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 Mel( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/IPI1 Quality Criteria, DSB-89 and BCSI 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 Type Qty Ply T13598141 1377009-GEM-CHESSER L01 Roof Special Girder 1 1 Job Reference (optional) j Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 1z 2u18 Mi i eK industries, inc. Mon Mar 26 1:1:24:54 20i 8 I NAILED 4x6 = NAILED 3 6-11-6 Scale = 1:18.3 NAll Fn --- NAILED "" " 2x4 = I 2x4 = NAILED 6-11-6 LOADING (psf) SPACING- 2-0-0 CSI. ! DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1 0.19 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x8 SP 240OF2.OE OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=347/0-5-5, 4=347/0-5-5 Max Horz 2=40(LC 4) Max Uplift 2=-259(LC 4), 4= 259(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-381/172, 3-4=-381/171 BOT CHORD 2-6=-120/321, 4-6=-120/321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 259 lb uplift at joint 4. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss Are noted as front (F) or back (B). LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5— 54, 2-4=-20 Concentrated Loads (lb) Vert: 3=-16(F= 8, B=-8) 6=-23(F= 11, B=-11) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss }veb 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 Crileria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulfe 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type > city Ply T1359BI42 1377009-GEM-CHESSER PBO1 Piggyback 4 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 122018 MiTek Industries, Inc. Mon Mar 26 13:24:55 2018 Pagel ID:rcJP0140c?YPehxeU_io6xzNgS4-F6Z5c7UJ01 A_D1 N6AduwS2fFbM8RIWtrjiJjsFzX2e6 2-6-7 5-0-14 2-6-7 2-6-7 3x4 = TOP CHORD UNDER PIGGYBACKS TO BE,LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. 2x4 = TYPICAL I 5-0-14 Scale = 1:10.1 0 Plate Offsets (X Y)-- (3.0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WBI 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=150/3-2-4, 4=150/3-2-4 Max Harz 2= 24(LC 10) Max Uplift 2=-72(LC 12), 4= 72(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 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 72 lb uplift at joint 2 and 72 lb uplift at joint 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Welter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, 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 n Qty Ply T13598143 1377009-GEM-CHESSER PB02 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 5-0-1 5x8 -:I- 8.210 s Feb 122018 MI I ek Industries, Inc. Mon Mar 26 13:24:56 2018 rage 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-jl7TpTuxnLJrrAylkLP9_FBRrmXblzt yM3HPhzX2e5 Sx8 2X4 — cx4 — LOADING (psf) SPACING- 2-0-0 CS11 DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC i 0.05 Vert(LL) -0.00 5 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 1 0.02 Vert(CT) -0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB' 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.2 Scale = 1: 10.0 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-2-4. (lb) - Max Harz 2= 19(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8,I7 i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8, 7. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MIF7473 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 10 buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing p� MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lk° 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 T13698144 1377009-GEM-CHESSER PB03 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 = 5x8 1- 3 , 8.210 S Feb 12 2015 MI I eK Inoustrles, Inc. Mon Mar'L8 13:z4:b/ 2U18 Page 1 I D:rcJPOi4Oc?YPehxeU_io6xzNgS4-BVhsl pvZYfRiTKXU12wOXTkcbAtgmQ78A?ogx8zX2e4 5x8 2x4 = Scale = 1:10.0 5-0-14 Plate Offsets (X,Y)-- (3:0-4-12,0-1-81, (4:0-4-12,0-1-81, 17:0-1-9,0-0-131, f8:0-1-9,0-0-131 LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC I 0.02 Vert(CT) 0.00 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. All bearings 3-2-4 (lb) - Max Horz 2=19(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 5, 817 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load monconcurrent 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 100 lb uplift at joint(s) 2, 5, 8, 7. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' Im a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type > + city Ply T13698145 1377009-GEM-CHESSER V01 GABLE 1 1 Job Reference (optional) Buuaers First5ource, Fort Piece, FL 34945 D.c u o rnu !<4u!o IVII r Grp r l UsI ,Gs, ,r aye , I D:rcJ P0140c?YPehxeU_io6xzNgS4-fhE E E9wBJyZZ4U6gsi Rd4gHmgaDMVsTH PfYNTazX2e3 6-10-8 13.9-0 6.10-8 6-10-8 4x6 = Scale: 1/2'=1' e 0 0 4 3x4 i 12 11 I 10 9 8 3x4 LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC i 0.08 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC' 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WBI 0.07 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. All bearings 13-9-0. (lb) - Max Horz 1= 70(LC 8) 1 Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11= 103(LC 12), 12=-125(LC 12), 9=-102(LC 13), 8=-125(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10, 11, 12, 9, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load fionconcurrent 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 piate,capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) 11=103, 12=125, 9=102, 8=125. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ®WARMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a Truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1� hhiTek* prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type > Qty Ply T13598146 1377009-GEM-CHESSER V02 Valley 1 1 Job Reference o tional t5wiaers rustaource, rort rrece, rL 34tl1f0 o.c iuo reu is cu io iniien uwuauroa, I.— i rays I D:rcJ P0140c?YPehxeU_io6xzNgS4-7tocSUxg4GhQiehtPTyscupxOzYREKsReJHx?OzX2e2 2.9.8 2-9-8 I 2x4 i� 2x4 II 2 Scale = 1:9.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 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 FBC2017[TP12014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=75/2-9-0, 3=75/2-9-0 Max Harz 1=57(LC 12) / Max Uplift 1=-23(LC 12), 3= 52(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-9-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20-0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valld for use oNy with MIT00 connectors. Thbs design Is based,oNy upon parameters shown, and Is for on Individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type > > Qty Ply T13598147 1377009-GEM-CHESSER V03 Valley 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 122018 MiTek Industries, Inc. Mon Mar 26 13:25:00 2018 Pagel ID:rcJP0140c?YPehxeU_io6xzNgS4-b4M_fgxSrapHKoG3zAT595M6mNsizmCaszl UYTzX2el 10-10-8 71-6-8 10-10-8 0-8-0 4x6 = 6 7 3x4 -,�- 13 12 11 10 9 8 11-6-8 Scale = 1:33.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-SH Weight: 64lb 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.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-6-8. (lb) - Max Horz 1=277(LC 12) Max Uplift All uplift 100 lb or less at joints) 8, 9, 12 except 10=11 l (LC 12), 11= 102(LC 12), 13= 126(LC 12) Max Grav All reactions 250 lb or less at joint(s)1, 8, 9, 10, 11, 12, 13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-648/179, 2-3— 526/131, 3-4= 388/94 WEBS 5-10= 125/393, 4-11=-116/371, 3-12= 111/362, 2-13=-135/413 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-7-7 to 6-10-8, Exterior(2) 6-10-8 to 10-10-8, Comer(3) 10-10-8 to 11-4-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 12 except Qt=lb) 10=111, 11=102, 13=126. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10I03I2015 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 g� 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 available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13598148 1377009-GEM-CHESSER VO4 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon Mar 26 13:25:01 2018 Page 1 I D:rcJ P0140c7YPehxeU_io6xzNgS4-4GwMsAy4ctx8xyrFXu_KhJvENn9eiCoj5dm24vzX2eO 9-3.8 9-11-8 9-3-8 0-8-0 4x6 = 2x4 11 3 4 V O O N C6 d Scale = 1:30.8 3x4 i I I 7 2x4 11 6 5 2x4 11 2x4 11 1 9-11-8 9-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES ;WB 0.16 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 I WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. Allbearings9-11-0. (lb) - Max Harz 1=233(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5 except 7=-271(LC 12), 6= 102(LC 12) Max Grav All reactions 250 lb or less at joint(s)11, 5, 6 except 7=383(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=349/145 WEBS 2-7=-303/554, 3-6= 172/362 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 9-3-8, Exterior(2) 9-3-8 to 9-9-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber; DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=271,6=102. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10103/2015 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 twlldlng 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 NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13598149 1377009-GEM-CHESSER V05 Valley 1 1 Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.21 u s Feb iz zuia ivn I erc muubureb, Inc. IvlVu Mal �o 10.c0.v0 GU to rage I ID:rcJP0140c?YPehxeU_io6xzNgS4-Of27Hs_K8UBsBF?eeJlonk_bNbtRA6bOZxF88nzX2e_ 7-3-8 7-11-8 r 7-3-8 0.8.0 v 0 0 4x6 = zx4 II 3 4 2x4 o 2x4 I 2x4 I 62x4 II Scale = 1:24.9 0 8 7-3-0 — 1 0-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. Gb/size) 1=96/7-11-0, 5=-29/7-11-0, 7=295/7-11-0 6=170/7-11-0 Max Horz 1=177(LC 12) Max Uplift 5=-47(LC 3), 7=-209(LC 12), 6=-70(LC 12) Max Grav 1=96(LC 1), 7=295(LC 23), 6=170(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/115 WEBS 2-7= 245/487, 3-6=-126/254 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 677-9, Interior(1) 6-7-9 to 7-3-8, Exterior(2) 7-3-8 to 7-9-12 zone;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Gt=lb) 7=209. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component- not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addifional 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 city Ply T13598150 1377009-GEM-CHESSER V06 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MI I etc industries, Inc. Mon Mar za I3:25.04 2018 rage r ID:rcJPOI40c?YPehxeU_io6xzNgS4-UrcVVC_yvoJjoPZgCOY1 JxXg1_6Avb5Anb?igEzX2dz 5.3-8 , 5-11.8 i5-3-8 ' 0-8-0 I 3x4 = Scale = 1:19.7 4x6 11 2 3 3x6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 i TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=192/5-11-0, 4=192/5-11-0 Max Horz 1=121(LC 12) Max Uplift 1=-71(LC 12), 4=-112(LC 12) 1 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-143/284 Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Ot=lb) 4=112. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6.904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10=12015 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 appilcablilty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 city Ply T73598151 1377009-GEM-CHESSER V07 Valley 1 1 Job Reference (optional) tfullaers rirstbource, port piece, rL avewo I D:rcJ P0140c7YPehxeU_io6xzN qS4-UrcVVC_yvoJjoPZgCOY1 JxXm E_DKvb5Anb?ig EzX2dz 3-3-8 3-11-B 3-3-8 0-B-0 q a 0 3x4 = 2 3 2x4 i�- 2x4 11 3-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=118/3-11-0, 4=118/3-11-0 Max Horz 1=65(LC 12) Max Uplift 1=-46(LC 12), 4=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4 Scale = 1:11.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132rTiph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.l8; MW FRS (envelope) and C-C Exterior(2) zone;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 100 lb uplift at joint(s) 1, 4. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-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, ]he 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 MiT®k7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type + ► Qty Ply T13598152 1377009-GEM-CHESSER V08 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s Feb 12 2018 MITek Industries, Inc. Mon Mar 26 13:25:05 2018 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-y19tiY?ag6RaQZ81 mk3Gs93wo0a9e2UOFkFCgzX2dy 3-10.0 3.10-0 I Scale = 1:12.4 2 a 0 2x4 5r- 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 TCDL 7.0 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 FBC20171TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=113/3-9-8, 3=113/3-9-8 Max Harz 1=86(LC 12) Max Uplift 1=-36(LC 12), 3=-79(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% Structural wood sheathing directly applied or 3-10-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 11,171-7473 rev. 101=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 appllcabally 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 q� MiT ele Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 T13598153 1377009-GEM-CHESSER V09 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s I-eb 12 2018 MI I ek Industries, Inc. Mon Mar 26 1:1:25:06 20i d rage T I D:rcJ P0140c?YPehxeU_io6xzNgS4-QEj FwuODRPZQ2jj DKRaVOMc9VoxrNVbTFvUok6zX2dx 1-10-0 1-10.0 Scale = 1:7.4 2x4 i LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a r1/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a n/a 999 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 Matfix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=45/1-9-8, 2=3211-9-8, 3=12/1-9-8 Max Horz 1=34(LC 12) Max Uplift 1=-14(LC 12), 2� 37(LC 12) Max Grav 1=45(LC 1), 2=32(LC 1), 3=24(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=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based orgy upon parametets shown, and [star an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate ]his 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 personal Injury and property damage, for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 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 + 4 Oty Ply T13598154 1377009-GEM-CHESSER V10 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.210 s reu rc cu io rva i en awusuroa, HIC. rvivii ry a, aea I D:rcJP014Oc?YPehxeU_io6xzNgS4-uQHd7E1 rBjhHftlPtB5kxa9JFCG86yrcUZDMHZzX2dw 2-3.8 2-11-8 2-3-8 W-8-8 V a 0 2x4 i Pahl LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix-R 3x4 = 2 Scale = 1:8.5 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=81/2-11-0, 4=81/2-11-0 Max Harz 1=37(LC 12) Max Uplift 1=-33(LC 12), 4= 37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;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 five 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 100 lb uplift at joint(s) 1, 4. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M➢-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual bullding component. not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T13598155 1377009-GEM-CHESSER V11 Valley 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a 0 8.210 s Feb 122Oi8 Nll1 ex indu5ine5, mc. Mon 1v1ar 26 13:25.06 GV Io rage 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-McrOKZ2Ty1 pSHOtbRsdzUnhOScZErP5liDzvp?zX2dv 4-6.8 1 2x4 i 12x4 II Scale = 1:14.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 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 FBC2017ITP12014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=139/4-6-0, 3=139/4-6-0 Max Harz 1=105(LC 12) Max Uplift 1=-44(LC 12), 3=-97(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 129/268 Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s)1, 3. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11411-7473 rev. 10/012015 BEFORE USE. Design valld for use only with MiTek® connectors. Tills design Is based only upon parameters shown, and is for an Individual building component, not a muss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • 1 Qty Ply T13598156 1377009-GEM-CHESSER V12 Valley 1 1 Job Reference (option —a[) Builders FirstSource, Fort Piece, FL 34945 2.6-8 2-6-8 a a d o.ziusFeb i22Oi8rvaienuruuauwa,11It— -Oil IvIaT au SO. au. aya , I D:rcJ POI4Oc?YPehxeU_io6xzNgS4-rpPOYv25j Kx?vASo?Z8CO? Efz?z3asKvxtiTLRzX2du Scale = 1:9.2 I 2x4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 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 FBC2017/TP12014 Matrix-P Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=65/2-6-0, 3=65/2-6-0 Max Horz 1=50(LC 12) Max Uplift 1=-20(LC 12), 3=-45(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-6-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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 membets. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 26,2018 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addltional temporary and permanent bracing r� i� MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Symbols Numbering System A General safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated, Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/1 gr For 4 x 2 orientation, locate plates 0-110 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. LATERALBRACING-LOCATION-- Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only, Industry Standards: ANSI/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. r) C O 2 U a. O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-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 Q bracing should be considered. O 3. Never exceed the design loading shown and never = stock materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building r- designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. 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 puriins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek� MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.