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HomeMy WebLinkAboutTRUSS® Lumber design values a.Wn accordance with ANSI/TPI 1 section 6.3 These truss designs rely,on lumber values established by others. NisSCANNED°�!�!iTekLucieSt l RE: 1343527-SYNERGY-BAXLEY - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: SYNERGY HOMES Project Name: BAXLEY Model: Lot/Block: Subdivision: Address: SNEED ROAD City: FORT PIECE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 103 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. Seal# Tru'ps Name Date 1 1 T13113566 1 A01 2/1/18 118 1 T13113583 CO1 2/1/18 12 1 T13113567 1 A02 2/1/18 119 1 T131135841 CO 12/1/18 1 13 1 T13113568 1 A03 12/1/18 120 l T13113585 1 C09, 12/1/18 1 14 l T13113569 l A04 2/1/18 121 1 T13113586 1 C041 12/1/18 15 1 T13113570 1 A05 12/1/18 122 1 T13113587 1 C051 12/1/18 16 1 T13113571 I A06 12/1/18 123 1 T13113588 1 C061 2/1/18 17 I T13113572 I A07 12/1/18 124 1 T13113589 1 C071 12/1/18 18 1 T13113573 1 A08 12/1/18 125 1 T13113590 1 CJ 1 12/1/18 19 1 T13113574 1 A09 12/1/18 126 1 T1 3113591 1 CJ31 2/1/18 110 I T13113575 J A10 12/1/18 127 l T13113592 1 CJ4 1 12/1/18 Ill I T13113576 J Al l 1 2/1/18 128 l T13113593 1 CJ51 12/1/18 112 1 T13113577 1 B01 12/1/18 129 l T13113594 1 CJ 11 12/1 /18 113 1 T13113578 1 B02 12/1/18 130 1 T13113595 1 CJ21 12/1/18 114 1 T13113579 1 B03 2/1/18 131 1 T13113596 1 CJ22 1 2/1/18 115 1 T13113580 1 B04 12/1/18 132 1 T131135971 CJ31 12/1/18 116 1 T1 3113581 1 B05 12/1/18 133 1 T13113598 1 CJ41 12/1/18 117 1T13113582 1 B06 12/1/18 134 lT131135991 DO 12/1/18 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: Velez, Joaquin 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 1 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 1 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. ' 011111111111 PpU I N ENS'. 6 2 • doO :•• TAT E O F �� ,� �1�111111�►�, Joaq In Vel z PE Nc.68182 Mrre USA, Inc. FL Lert 6634 6904 arke ast Blvd. Tampa FL 33616 Date: February 1,2018 Velez, Joaquin RE: 1343527-SYNERGY-BAXLEY - Site Information: Customer Info: SYNERGY HOMES Project Name: BARLEY Model: Lot/Block: Subdivision: Address: SNEED ROAD City: FORT PIECE State: FL No. I Seal# I Truss Name I Date No. Seal# JITruss Name I Date 35 1 T13113600 1 D02 2/1/18 178 1 T13113643 N04 2/1/18 136 1 T1 3113601 1 D03 1 2/1/18 179 1T1311364411 N05 1 2/1/18 137 1 T13113602 1 D04 1 2/1/18 180 I T13113645 N06 1 2/1/18 J 138 1T13113603 1 D05 1 2/1/18 181 1T131136461 N07 1 2/1/18 J 39 1 T13113604 1 D06 2/1/18 182 1 T13113647 11 N08 2/1/18 40 1 T13113605 1 D07 2/1/18 183 1 T13113648 N09 2/1/18 41 1 T13113606 1 D08 2/1/18 184 1 T13113649 11 N10 2/1/18 142 1 T13113607 1 D09 2/1/18 185 1 T13113650 11 N 11 1 2/1 /18 J 143 1 T13113608 I E01 2/1/18 186 1 T13113651 1 N 12 1 2/1 /18 J 144 1 T13113609 1 E02 1 2/1 /18 187 1 T13113652 11 N 13 2/1/18 145 1 T13113610 1 EJ 1 2/1/18 188 1 T13113653 11 N 15 1 2/1 /18 146 1 T1 3113611 1 EJ3 1 2/1/18 189 1 T13113654 11 N16 1 2/1/18 1 147 1 T13113612 1 EJ5 1 2/1/18 190 I T13113655 P01 1 2/1/18 148 1 T13113613 1 EJ6 1 2/1/18 191 1 T13113656 j P02 1 2/1/18 149 1 T13113614 1 EJ7 1 2/1/18 192 1 T13113657 1 P03 1 2/1/18 150 1 T13113615 1 EJ31 1 2/1/18 193 1 T131136581 PO4 1 2/1/18 1 151 1 T13113616 1 EJ32 1 2/1 /18 194 1 T13113659 1 P05 1 2/1 /18 152 1 T13113617 1 EJ51 2/1/18 195 1 T13113660 1 P06 1 2/1/18 153. 1 T13113618 1 EJ52 2/1/18 196 1 T13113661 1 P07 1 2/1/18 154 1 T13113619 1 EJ53 2/1/18 197 1 T13113662 1 V01 1 2/1/18 155 1 T13113620 1 EJ54 2/1/18 198 1 T13113663 1 V02 1 2/1/18 156 1 T13113621 1 EJ55 2/1/18 199 1 T13113664 1 V03 1 2/1/18 157 1 T13113622 1 EJ56 2/1/18 1 100 1 T13113665 j VO4 1 2/1/18 158 1 T13113623 1 EJ61 2/1/18 1 101 1 T13113666 1 V05 1 2/1/18 1 159 1 T131136241 FG1 1 2/1/18 1 102 1 T13113667 ( V06 1 2/1/18 160 1 T13113625 1 FG2 1 2/1/18 1103 1 T13113668 11 V07 1 2/1/18 1 161 1 T13113626 1 FG3 1 2/1 /18 1 1 1 1 1 1 1 162 1 T13113627 1 G03 1 2/1/18 163 1 T13113628 1 G04 1 2/1 /18 164 1 T13113629 1 G05 2/1/18 165 1 T13113630 1 HJ3 1 2/1 /18 166 1 T13113631 1 HJ5 1 2/1 /18 167 1 T13113632 1 HJ6 1 2/1 /18 168 1 T13113633 1 HJ31 1 2/1/18 169 1 T13113634 1 HJ51 1 2/1 /18 170 1 T13113635 1 HJ52 1 2/1/18 171 1 T13113636 1 KO 1 2/1 /18 172 1 T13113637 1 K02 1 2/1 /18 173 1 T13113638 1 L01 1 2/1/18 174 I T13113639 I L02 1 2/1 /18 175 1 T13113640 1 N01 1 2/1/18 176 1 T13113641 1 NO2 1 2/1/18 177 J T13113642 1 NO3 1 2/1/18 2of2 Job Truss Truss Type ' Qty Ply T13113566 1343527-SYNERGY-BAXL- AO1 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 1 8.130 S Sep 1b 2011 MI I eK industries, Inc. I nu Feb 1 09:35:01 2018 Page 1 1Q:gll8wLVNi6YkTT7fiBJ8hFyw6EN-PFcXOb9VkMQ_Z217fFug8aZpEfnVY? W EE9mRK6zpYNO -1-0-0 7-0-4 13-8-2 20-4-1 27,0.0 34-10-0 40-3-4 46-0-0 0- 7-0-4 6-7-15 • 6-7-15 6-7-15 7-10-0 5-5-4 5-8-12 Scale=1:80.7 5x8 = 5x6 = i 5.00 FI2 6 7 8 21 5x6 9 5 4x6 5x6 10 4 a 2x4 \\ 3 6 20 01 2 Sx6 — 19 22 23 18 17 24 5 16 15 1413 26 12 27 11 6x8 = 3x4 11 8-11-5 17-6-5 27-0-0 34-2-0 341 -0 40-3-4 46-0-0 8-11-5 8-7-0 9-5-11 7-2-0 0-8- 5.5-4 5-8-12 Plate Offsets (X Y)-- [4:0-3-0 0-34] [6:0-5-12,0-2-81, [8:0-3-0,0-2-4], f 14:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. D FL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.27 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.55 16-17 >734 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 318lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 `Except` 1-4: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except. 6-14: 2x4 SP No.2 REACTIONS. (lb/size) 2=1416/0-8-0, 11= 9/0-6-0, 14=2787/0-6-0 Max Harz 2=487(LC 12) Max Uplift 2=-502(LC 12), 11=-317(LC 23), 14=-1035(LC 12) Max Grav 2=1416(LC 1), 11=231(LC 24), 14=2865(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2588/1923, 3-4= 2337/1836, 4-5=-1526/1197, 5-6= 445/494, 6-7=-180/5 7-8=-183/595, 8-9=-292/658, 9-1 0=-1 15/315, 10-11 =-1 91/355 BOT CHORD 2-19=-2246/2274, 17-19=-1496/1707, 16-17=-806/1047, 14-16= 82/347, 13-1 12-13=-254/176 WEBS 3-19= 379/653, 4-19=-623/644, 4-17=-743/871, 5-17=-665/943, 5-16=-1154/1 6-16=-804/1207, 9-13= 773/945, 9-12=-210/529, 10-12= 406/288, 7-14=-7921 6-14=-1679/1291 CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. S 1 Row at midpt 5-17, 5-16, 6-16, 9-13, 10-12, 7-14 2 Rows at 1/3 pts 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 45L 10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 562 lb uplift at joint 2, 317 lb uplift at joint 11 and 1035 lb uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only! Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 o russ russ ype ty y T13113567 1343527-SYNERGY-BAXLEY A02 HIP 1 1 1 Job Reference (optional) esunaers NTMOurce, non niece, ru:lvavo b.13t) s UCI Lb ZU1I MI I ex mousrnes, mc. I nu t-el) 1 TLn b:ou ZUIb rage I ID:gi 18wLVNi6YkTT7fi BJ8hFyw6EN-F09tvKM D4UXo2_hqT?gh5r4rsEoCOwOQ?55CEXzp W tx 36-10-0 46-0-0 " 0-11-12 0-3-B Scale=1:86.3 2x4 I I 5x6 = 3x6 4x6 = 5x8 = = 6 7 29 30 8 9 10 3x6 G 4x6 5 31 4x6 5.00 F12 5x6 28 3211 12 4 25 26 37 38 `o Sxl4 MT20HS 5- d Z 2x4 = 0 3x8 I I q 3 IN 27 0 0 8x10 = r 5x8 Il 8-0-0i c? I� 0 2 0 23 22 21 20 33 19 34 351 o 24 2x4 11 4x6 = 3x6 = 5x8 = 17 1615 14 13 6x8 = 3x6 11 3x4 11 3x4 11 3x6 = 5x8 II 6x8 = 6x8 = 36-10-0 46,0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.53 18-19 >757 180 MT20HS 187/143 BCLL 0.0 Rep Stress [nor YES WB 0.96 Horz(CT) 0.23 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Aktic -0.12 14-15 866 360 Weight: 373lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 `Except` 10-12,4-6: 2x4 SP No.2, 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.1 'Except' 1-24: 2x4 SP No.2, 2-24,13-17: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 8-16: 2x4 SP No.1, 11-25: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1491/0-8-0 (min. 0-1-8), 13=825/0-6-0 (min. 0-1-8), 1 Max Harz 1=676(LC 12) Max Uplift 1= 890(LC 12), 13= 199(LC 13), 16= 838(LC 8) Max Grav 1=1491(LC 1), 13=1077(LC 27), 16=2537(LC 2) D CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except end verticals. T CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BS 1 Row at midpt 3-22, 11-25, 12-13, 7-19, 7-18, 4-20, 5-19 2 Rows at 1/3 pts 8-16 NTS 1 Brace at Jt(s): 25 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. i (min. o-3-0) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 825/157, 2-27= 3643/2303, 3-27=-3560/2316, 3-4=-2477/1470, 4-28= 1770/1203, 5-28=-1653/1217, 5-6=-1160/922, 6-7= 1016/932, 7-29=-130/365, 29-30=-130/365, 8-30=-130/365, 8-9=-292/341, 9-10=-282/332, 10-31=-294/267, 31-32=-323/253, 11-32=-390/246, 11-12= 271/0, 12-13= 1235/34 BOT CHORD 2-23-2839/3503, 22-23=-281613489, 21-22=-162812159, 20-21=-162812159, 20-33=-1121/1562, 19-33=-1121/1562, 19-34= 407/594, 34-35=-407/594, 18-35=-407/594, 14-15=-41/299 WEBS 3-22=-1372/1228, 4-22=-256/577, 16-18= 2735/1054, 8-18=-1357/249, 8-15=0/1363, 15-25— 726/0, 9-25=-613/0, 11-14— 768/450, 12-14=-150/1254, 10-26=0/571, 1 7-19= 699/1057, 7-18=-1418/920, 4-20=-930/790, 5-20— 575/768, 5-19=-1028/919 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; MW FRS (envelope) gable end zone and C-C Extedor(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 25-0-0, Exterior(2) 25-0-0 to 43-4-1, Interior(1) 43-4-1 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL=10.Opsf. 8) Ceiling dead load (5.0 psf) on member(s). 25-26, 11-26 9) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1.2018 An , - Islgn parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, 15SB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o I russ Truss Type ty Ply T13113567 1343527•SYNERGY-BAXLEY A02 HIP 1 1 Job Reference (optional) Builders FirslSource, Fort Piece, FL 34945 5.130 S UCl L6 2M / MI1 eK Inauslrles, inc. 1 nu "D 1 12: bzi 'Lulu 1-age 2 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-jCjF6gNrrofeg8G10j Lwe3d0ce7R7NeZEirmmzzpWtw NOTES- 10) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 111 Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 890 lb uplift at joint 1, 199 lb uplift at joint 13 and 83B lb uplift at joint 16. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7g73 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 MoTek' 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, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o russ I russ I ype aty ply T13113568 1343527-SYNERGY-BAXLEY A03 HIP 1 1 Job Reference (optional) Buiida s nrsraource, rod Piece, FL 34945 8J30 s Oci 26 20i r MiTek m0usrnes, Inc. Thu Feb 7 12:20A 0 20i 8 rage i ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-OUFUtjng_xkP2jzGBOPbC1 Mzvs4zGODs_CYoFxzpW qp 4s-0-0 -6-----23-0-0 74-40 1510000 28-6-6 1-0-41 -1 1--0 0.0-4.- 4411--1122 i415-6-&-12BTi1, r a-0-0 t0 3-0035122600 Scale=1:83.5 2x4 11 5.00 12 5x8 — 3x6 = 3x8 = Sx8 = 5 6 28 29 7 8 9 6xl2 MT20HS i 30 3x6 104x6 27 11 31 4 24 25 34 35 Sx10 4x6 II co 2x4 11 v o 3 O 26 o 5x8 II 8x10 = 8-0-0 1 °° .D 6 I I-7 2 22 21 20 191 23 32 18 16 33 17 1514 13 12 2x4 11 46 = 3x8 MT20HS = 3x6 — 3x6 = 5x8 I I 6x8 = 3x4 11 3x4 11 3x6 II 6x8 = 6x8 = 46-0-0 2•B-0 7-0-0 15-0.0 77-0-0 23-0-0 26.6-6 31.6-0 33.11.0 35-70-0 38-70-0 44.1.12 4 •1 -0 2-&0 4-4-0 &0.0 2-0.0 6-0.0 5-6-6 3-1-10 2-3-0 1-11-4 2.11.72 5.3-12 1-2-0 Plate Offsets (X,Y)-- [1:0-0-3,Edge], [1:0-0-12,0-11-8], [5:0-5-4,0-2-4], [9:0-5-12,0-2-8], [13:0-378,0-4-8], [14:0-3-8,0-4-01, [15:0-4-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 21-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.44 21-22 >907 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.23 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.12 13-14 876 360 Weight: 356 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x8 SP 240OF 2.OE, 3-4: 2x4 SP No.1 BOiT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-21, 4-19, 5-18, 6-17, 11-12 2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 1 2 Rows at 1/3 pis 7-15 WEBS 2x4 SP No.3 `Except` JOINTS 1 Brace at Jt(s): 24, 25 7-15: 2x4 SP No.1, 10-24: 2x4 SP No.2 I MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. I REACTIONS. (lb/size) 1=1481/0-8-0 (min. 0-1-8), 12=797/0-6-0 (min. 0-1-8), 15=2389/0-6-0 (min. 0-3-1) Max Horz 1=647(LC 12) Max Uplift 1=-842(LC 12), 12=-114(LC 13), 15=-928(LC 8) Max Grav 1=1481(LC 1), 12=1038(LC 27), 15=2579(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 820/138, 2-26=-3581/2138, 3-26=-3498/2154, 3-4=-2474/1408, 4-27= 1,42I1/919, 5-27=-1317/946, 5-6=-776/692, 6-28=-78/261, 28-29— 78/261, 7-29=-78/261 7-8=-241/261, 9-30=-728/31, 10-30— 795/21, 10-31= 259/0, 11-31= 278/0, 11-12= 1187/0 BOT CHORD 2-22=-2642/3439, 21-22=-2621/3426, 20-21= 1537/2167, 19-20_ 1537/2167, ' 19-32=-763/1230, 18-32=-763/1230, 18-33=-452/776, 17-33=-452/776, 13-14=-12/263 WEBS 3-21=-1297/1122, 4-21=-213/613, 4-19=-1201/1021, 5-19=-527/886, 5-18=-909%671, 6-18=-517/967, 6-17=-1524/908, 15-17=-2813/1065, 7-17=-1450/306, 7-14=-25%1205, 14-24= 616/31, 24-25=0/486, 25-34=0/451, 34-35=0/460, 10-35=0/469, 10-13=-622/302, 9-24= 690/0, 11-13=-26/1100, 9-25=0/425 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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 110 23-0-0, Exterior(2) 23-0-0 to 45-4-1, Interior(1) 45-4-1 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.0Ib AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 1 Joaquin Velez PE No.68182 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cent 6634 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Date: 8) Ceiling dead load (5.0 psf) on member(s). 24-25, 10-25 Gotirr �n� 1 13ni Q 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 CCappggCCit�r of be�a�in� surface. WARN/N - Ver! es n yammerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. 9W+9YWIQrkPa"Iy with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For,general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 o russ russ ype ty y i T13113568 1343527-SYNERGY-BAXLEY A03 HIP 1 1 Job Reference (optional) builders FIrslSoOrce, FOri HMO, FL 34945 NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of with; 121 Gap between inside of top chord bearing and first diagonal or vertical web shall not 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 6.130 S UC126 2017 MI1 eK Indusines, Iric. I nu FeD 1 12:20:11 201 a va9e 2 ID:gi 18wLVNi6YkTT7fi BJ8hFyw6EN-sgps52ol I FsGgtYTkjwgl Ev8fGQC?rT?DsH LoNzpW qo 842 lb uplift at joint 1, 114 lb uplift at joint 12 and 928 lb uplift at joint 15. ® WARNING - Verlfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only wilt) MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly, incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 o I russ Iruss lype ty y T13113569 1343527-SYNERGY-BAXLEY A04 HIP i i Job Reference (optional) dumers resibource, ron Hece, rL �Aaao 8-0-0 ye ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-ahW LSjIDNDhC1sWSJ5K7vh8Udi2SG6zU9?BTXszpW pa 46-0-0 27-6-6 31-8-0 , 33-11.0 35-10-0, 40-0-0 40-10r0 44-1-12 i45.8-8,, 0-3-8 Scale=1:83.3 2x4 11 ' 5x8 — 3x6 = 5x6 = 5x8 = 5.00 F12 5 6 7 8 9 28 3x6 104x6 3x6 11 4 24 31 25 3 4x6 = 2x4 11 8x10 5- T 27 a c� 3 N1\D d 26 5x8 I 8x10 = 8-0-0 1 �c? o 2 b 22 23 21 20 19 29 18 30 1 13 12 17 15 14 3x4 11 2x4 11 4x6 = 3x6 = 3x6 = 3x6 = 1 g 6x8 = 5x8 I I 3x4 11 3x6 11 6x8 = 6x8 = 460-0 2-6-0 i 7 17-0-0 i 21.40 i 33-11-0 i35.10-0 i 40.10.0 44-1-12 44r14� 2-B-0 4.4.0 B-0-O 2-0-0 4.1.10 2-3-0 1-11.4 4-11-12 3512 0.&4 ' 1 1.2-0 Plate Offsets (X Y)-- [1:0-0-12 0-11-8] [1:0-0-3 Edqe] [5:0-5-12 0-2-8] [7:0-3-0 0-3-0] [9:0-5-12 0-2-8], [13:0-3-8,0-4-8], [14:0-3-8,0-4-0], [15:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 . TC 0.94 Vert(LL) 0.37 21-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.45 21-22 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 HOrz(CT) 0.22 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Ai.tic -0.12 13-14 880 360 Weight: 347lb FT=20% LUMBER- HHACING- TOP CHORD 2x4 SP No.2 'Except` TOIP CHORD 1-3: 2x8 SP 240OF 2.OE BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 `Except` i 10-24: 2x4 SP No.2 JOINTS W tuut Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1469/0-8-0 (min. 0-1-8), 12=765/0-6-0 (min. 0-1-8), 15=2433/0-8- (min. 0-3-1) Max Harz 1=618(LC 12) Max Uplift 1= 819(LC 12), 12=-40(LC 13), 15=-1025(LC 8) Max Grav 1=1469(LC 1), 12=998(LC 27), 15=2594(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 813/118, 2-26= 3571/2085, 3-26=-3488/2101, 3-27= 2427/1392, 4-27=-2203/1394, 4-5= 1588/1054, 5-6=-927/727, 928— 941/0, 10-28= 1009/0, 10-11=-284/13, 11-12=-1175/0 BOT CHORD 2-22=-2564/3431, 21-22=-2543/3419, 20-21= 1437/2126, 19-20= 1437/2126, 19-29=-886/1392, 18-29=-886/1392, 18-30=-546/927, 17-30= 546/927 WEBS 3-21=-1341/1147, 421=-232/575, 4-19=-1023/872, 5-19= 539/812, 5-18=-786/599, 6-18=-396/830, 6-17=-1603/982, 15-17= 2808/1102, 7-17=-1486/350, 7-14=-104/1241, 14-24=-580/135, 8-24= 233/252, 24-31=0/777, 25-31=0/770, 25-32=01731, 10-32=01745, 10-13=-521/152, 9-24— 889/0, 11-13=0/1046, 9-25=0/385 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 3-8-10 oc bracing. 1 Row at midpt 3-21, 4-19, 5-18, 6-17, 11-12 2 Rows at 1/3 pis 7-15 1 Brace at Jt(s): 25 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 21-0-0, Exterior(2) 21-0-0 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) 400.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 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 MiTek USA, Inc. FL Cert 6634 will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 24-25, 10-25 6804 Parke East Blvd. Tampa FL 33610 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 Date: 9) Beating at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify February 1,2018 capacity of beating surface 5Jnw",W- &sign parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE mu-7473 rev. W103/2015 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.lhe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For, general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information avoiiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss I russ I ype ty y i T13113569 1343527-SYNERGY-BAXLEY A04 HIP 1 1 Job Reference (optional) Builders FirslSoume, Fort Piece, FL 34945 a.iaU S Ucr zb zui r mi r eK rnausrnes, inc. i nu reu > iz:z i:za zu i a rage z I D:g118wLVNi6YkTT7fiBJBhFyw6EN-ahW LSjI DNDhC1 sW SJ5K7vh8Udi2SG6zU9?BTXszpW pa NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 lb uplift at joint 1, 40 lb uplift at joint 12 and 1025 lb uplift at joint 15. 111 Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE. ° Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual bullding 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 M iTe W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Tampa, FL 33610 o russ Truss Type I ty y T13113570 1343527-SYNERGY-BAXLEY A05 HIP 1 1 Job Reference (optional) tlunuers i-,rs 6ource, t-on r,ece, rL s4MO ' 5x8 = 5.00 F12 5 428 Bx10 cc 3 27 8x10 = 1 cc EE Lt m 2 d 22 21 20 19 6x8 = 23 2x4 11 3x4 I I 6x8 II 7-0.0 , 12-0-0 , 17-0.0 , 19-0-0 , a 4-o so o sao 12 0-0 0.16U S VCl Lb LUl / MI1 eK InUUnueS, InU. I uU reD 1 I L:L6:L6 LV 1 D raya I ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-baCKROBtLngJo96Knbz1 EnZregeffvg?WOVGCTzpWnj 45-6.8 isil11! tttttt 1150 tttttttttttuirs 1-4-12 5x6 = 2x4 11 5x8 = 29 6 7 830 9 10 24 33 34 2625 4x6 11 5 8 11 2x I= 9 8-0-0 Scale = 1:83.1 11 5x8 _- I 18 U U 31 32 17 1514 13 12 16 5x8 11 6x8 = 3x4 11 6x8 = 44-10-0 i-6.6 31-6-0 33-11-0 35144 42-10-0 -1-1 6- -6.6 5-1-10 2-.1 IN101 6.11.12 -3-1 -2-0 0-8-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.33 21 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.39 19-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.21 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH At�lc -0.11 13-14 904 360 LUMBER- _ TOP CHORD 2x4 SP NO.2 `Except' 1-3: 2x8 SP 2400F 2.0E BOT CHORD 2x4 SP No.2 *Except* 2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except' 24-25,11-12: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1458/0-8-0 (min. 0-1-8), 12=730/0-6-0 (min. 0-1-8), 15=2471/0-6-C Max Horz 1=591(LC 12) Max Uplift 1=-818(LC 12), 15=-1142(LC 8) Max Grav 1=1458(LC 1), 12=957(LC 27), 15=2639(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-807/106, 2-27= 3410/1948, 3-27= 3327/1960, 3-4=-2728/1629, 4-28=-182 5-28— 1810/1149, 5-29= 1121/793, 6-29= 1121/793, 9-10= 1071/0, 10-11=-282 11-12— 1175/0 BOT CHORD 2-22= 2374/3259, 21-22= 2358/3244, 20-21= 1722/2449, 19-20= 1722/2449, 19-31=-1068/1604, 18-31=-1068/1604, 18-32=-684/1121, 17-32=-684/1121 WEBS 3-21— 869/733, 4-21= 223/523, 4-19=-1013/897, 5-19= 408/704, 5-18=-700/57, 6-18= 318/743, 6-17=-1744/1112, 15-17=-2835/1167, 7-17=-1530/423, 7-14=-1 14-24=-657/229, 8-24=-351/380, 24-33=0/893, 33-34=0/888, 26-34=0/883, 13-: 10-25=-641/0, 9-24— 997/0, 11-13=0/1026, 9-26=0/512, 10-26=01919 PLATES GRIP MT20 244/190 Weight: 351 lb FT = 20% 0 I- I CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. CHORD Rigid ceiling directly applied or 3-9-11 oc bracing. IS 1 Row at midpt 4-19, 5-18, 6-17 2 Rows at 1/3 pts 7-15 TS 1 Brace at Jt(s): 26 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (min. 0-3-2) 1126, 9, 296, 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;lh=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 19-0-0, Exterior(2) 19-0-0 to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 3) 400.O1b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x6 MT20 unless otherwise indicated. Joaquin Velez PE No.68182 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 vide MiTek USA, Inc. FL Cert 6634 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6904 Parke East Blvd. Tampa FL 33610 8) Ceiling dead load (5.0 psf) on member(s). 24-26, 25-26 Date: 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 February 1.2018 1 u) wearing at joints) T consiaers parallel to gram value using ruvai/ I r1 1 angle 10 grain Tormuia., rsuuamg aesigner snoula verify 5JnWXW,W- W I sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114111-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for CID 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 Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee. Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 o russ russ ype ty y � T13113570 1343527-SYNERGY-BAXLEY A05 HIP I 1 1 Job Reference (optional) Builders FlrslSource, Foil Piece, FL 34945 6.130 S UC126 2017 MI I eft Incuslr105, Inc. I nu Fer) 1 12:23:29 2015 Page 2 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-3mmjelBV64pA01hW LI UGm_6004_uOMwgigFgkvzpW ni NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 1 12j Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard and 1142 lb uplift at joint 15. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MIf-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For'general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 oTruss Truss Type ty Hly � T13113571 1343527-SYNERGY-BAXLEY A06 HIP Job Reference (optional) nursers rusravmue, run rreue, rL airs i 2-6-0 i 7-0-0 i 2 8x10 3 29 5x8 I I Sx10 = 1 Ai 2 - 24 6x8 = 25 2x4 11 3x4 11 I D:gIIBwLVNi6YkTT7fi BJ8hFyw6EN-8kH538CZzadPt3XTi ETjdV2D4XH4Kv,CNr4sJ9bzpW mP 46-0.0 1-2-0 Scale=1:83.3 5x8 = 2x4 11 5.00 12 2x4 II 5x8 = 5x6 = 5 3� 6 7 8 9 32 10 1112 3x4 II 13 4 35 28 36 P7 30 26 2x4 II x6 — 4x6 = m o dr` 8-0-0 0i I� 0 23 22 21 33 20 34 19 1716 15 14 is 5x8 11 6x8 = 4x6 = 6x8 = 46-ao Plate Offsets (X Y)-- [1:0-0-12 0-11-81[1:0-0-3 Edge] [5:0-5-12 0-2-8] [12:0-3-0 0-2-41 115:0-3-8 0-4-8][16:0-3-8,0-4-01,[17:0-4-8,0-1-81 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 0.77 Vert(LL) 0.32 23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ve'rt(CT) -0.38 20-22 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.22 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.12 15-16 891 360 Weight: 340 lb FT = 20% LUMBER- B"CING- TOP CHORD 2x4 SP No.2 `Except` T7 CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except 5-7: 2x4 SP No. 1, 1-3. 2x8 SP 240OF 2.0E end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-25,14-18: 2x6 SP No.2, 2-21: 2x4 SP No.1 WEBS 1 Row at midpt 5-20, 8-17 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 6-19 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1467/0-8-0 (min. 0-1-8), 14=557/0-6-0 (min. 0-1-8), 17=2249/0-6-0 (min. 0-2-14) Max Horz 1=560(LC 12) Max Uplift 1=-773(LC 12), 14=-246(LC 9), 17=-1281(LC 8) Max Grav 1=1467(LC 1), 14=768(LC 27), 17=2422(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-812186, 2-29=-3463/1953, 3-29— 3380/1969, 3-30=-2728/1622, 4-30=-2599/1633, 4-5=-2061/1296, 5-31= 1431/933, 6-31= 1430/933 BOT CHORD 2-24=-2300/3314, 23-24= 2284/3300, 22-23=-1722/2435, 21-22=-1247/18561 21-33= 1247/1856, 20-33=-1247/1856, 20-34= 896/1431, 19-34=-896/1431 WEBS 3-23=-945/770, 4-23= 257/471, 4-22= 788/702, 5-22=-396/683, 5-20=-537/484, 1 6-20=-198/648, 6-19=-1917/1182, 17-19=-2650/1322, 8-19= 1389/626, 8-16=-17711017, 16-26— 298/207, 26-35=-513/699, 28-35=-513/699, 28-36— 513/699, 27-36=513/699, 15-27=-321/304, 12-15=-82/811, 12-14=-957/128, 10-26=-814/592, 10-27=-715%543 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=5.Opsf; BCDL=5.0psf;h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 17-0-0, Exterior(2) 17-0-0 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 8.01b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 4-b-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x6 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 wherela rectangle 3-6-0 tall by 2-0-0 wide Joaquin Velez PE No.68182 will fit between the bottom chord and any other members, with BCDL=10.Opsf. MTek USA, Inc. FL CeR 6834 8) Ceiling dead load (5.0 psf) on member(s). 26-28, 27-28 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 6804 Parke East Blvd. Tampa FL 33610 10) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify Date: capacity of bearing surface. February 1.2018 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77,3 lb uplift at joint 1, 246 Ib uplift at AnW",W_WW &sign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ibliTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlom 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. o russ Truss Type ty y I T13113571 1343527-SYNERGY-BAXLEY A06 HIP 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 a.tsu s ucl ILul r MI ex mausrnes, inc. i nu reD l iz:L4:DL Lul o rage L ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-8kH538CZZaGPt3XTiETjdV2D4XH4KvCNr4sjgbzpW mP NOTES- 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13j ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ® 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 miss 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. A,dditlonai 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 fabdcatiom storage, delivery, erection and bracing of trusses and Inrss 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, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113572 1343527-SYNERGY-BAXL- A07 HALF HIP 1 1 Job Reference (optional) Bullaers rlrstSource, ron viece, t-L 34y4b 0.IOa b Oep ,O Za, I IV,,, Ur, ,r ruaSLr,eb, mu. mu rvu i vJ.ou.,G LV,a rage , VNi6YkTT7fi BJ8hFyW 6EN-aNnhKM HP8kpRNl M Eo3bF5vW iQ5bLdz3rmMwW D_zpYN D 27-1,0-5 33-11-0 35-10-4, 40-0-0 1 44-1-12 ,46-0-0, -2 7-3-14 6-5-3 6-37 0-T-12 5.00 F12 5x8 = 3x6 = 5x6 = 3 4 5 5x8 i 2 24 23 tO l/ Id cl 0 4x6 = 19 2x4 11 18 26 17 27 16 15 5x6 = 3x6 = 3x6 = 4x6 = Scale = 1:78.4 2x4 11 3x6 = 5x8 = 2x4 11 4x6 = 6 7 8 25 9 10 21 20 28 22 29 4x6 = 2x4 11 4x6 0 0 4 8-0-0 Lil 14 13 12 it 6x8 = 2x4 11 3x4 I I 6x8 = ,35-10-4 44-1-12 46-0-0, 1-11-4 8-3-8 1-10-4 Plate Offsets (X Y)-- [2:0-4-0 0-3-4] [3:0-5-12 0-2-81 [5:0-3-0 0-3-0] [8:0-4-0 03-0] [12:0-3-8 0=4-8j [14:0-4-0,U-3-121 [18:0-3-U,U-3-Uj LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert (LL) 0.25 1-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Verti(CT) -0.32 1-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Attic -0.11 12-13 924 360 Weight: 312lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 'Except` 1-2. 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except` 11-15: 2x6 SP No.2 WEBS 2x4 SP No.3 TOP'ICHORD Structural wood sheathing directly applied, except end verticals. BOT (CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 1 Row at midpt 10-11, 2-18, 5-14, 3-17, 4-16 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (lb/size) 11=781/0-6-0, 1=1508/Mechanical, 14=2397/0-8-0 Max Horz 1=514(LC 12) Max Uplift 11= 74(LC 9), 1— 776(LC 12), 14— 1135(LC 8) Max Grav 11=989(LC 2), 1=1508(LC 1), 14=2549(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3147/1729, 2-3=-2244/1321, 3-4=-1870/1184, 4-5= 1176/742, 7-8=-554/0, 8-9=-292/0, 9-10=-282/0, 10-11= 1154/0 BOT CHORD 1- 1 9=-1 948/2793, 18-19=-1950/2788, 17-18=-133211980, 16-17=-1184/1870, 14-16_ 734/1158, 13-14=0/309, 12-13=0/300 WEBS 2-19=0/338, 2-18=-902/801, 3-18=-258/557, 6-14=-273/309, 7-14=-1202/47, 13-20=0/746, 7-20=0/1036, 20-22=0/1223, 21-22=0/1224, 12-21 =-622/135,10-12=0/1159, 5-14=-1722/1110, 3-17= 192/285, 5-16=-393/856, 4-17= 144/350, 4-16=-998/665, 8-20=-1148/0, 8-22=0/383, 8-21=-1285/0 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 0-0-12 to 4-7-15, Interior(1) 4-7-15 to 15-0-0, Exterior(2) 15-0-0 to 21-5-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 2) 400.Olb AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 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 otherilive loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Ceiling dead load (5.0 psf) on member(s). 20-22, 21-22 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to (room. 12-13 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 11, 776 lb uplift at joint 1 and 1135 lb uplift at joint 14. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. j Joaquin Velez PE No.68182 M[Tek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - V dry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated 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 posslble personal Injury and property damage. For General guidance regarding the fabricatlorti 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 ty Ply T13113573 1343527-SYNERGY-BAXL- AO8 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 6-8-2 21-2-8 6x8 = 5.00 FIT 3x6 172 ro 1 0 0 5x6 = 16 15 i4 18 2x4 11 4x6 = 3x6 = 6-8-2 6-3-14 8-2-8 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:13 2018 Page 1 I D:q I18wLVNi6YkTT7fiBJBhFyw6EN-2ZK3Yi l l v2xl?vxQMn6Ud63tyVuEMRD??Og41QzpYNC 7x10 = I 4x6 = 4x6 = 2x4 11 13 19 12 11 20 10 3x6 = 3x6 = 3x6 = 8x14 MT20HS = 8-1-10 8-0-0 21 Scale=1:78.4 5x6 = 3x6 11 Plate Offsets X,Y -- 3:0-4-0,0-2-2 , 4:0-5-0,0-4-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.25 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Veri(CT) -0.43 13-14 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress incr YES WB 0.95 HOrz(CT) 0.13 9 nl/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 283lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 `Except` TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except` BOT CHORD 1-15,12-15: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 `Except' 7-10: 2x8 SP 240OF 2.OE, 5-10: 2x4 SP No.2 REACTIONS. (lb/size) 1=1479/Mechanical, 9= 748/0-6-0, 10=3391/0-4-0 Max Horz 1=307(LC 12) Max Uplift 1=-453(LC 12), 9= 748(LC 1), 10=-1372(LC 9) Max Grav 1=1479(LC 1), 9=295(LC 9), 10=3391(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3121/2491, 2-3=-2413/1855, 3-4=-2128/1645, 4-5=-909/622, 5-7=-1201/14i9, 7-8=-1201/1459, 8-9=-620/821 BOT CHORD 1-16=-2695/2778, 14-16— 2695/2778, 13-14— 1789/2135, 11-13=-1643/2127, 10-11=-622/909 WEBS 2-16=0/261, 2-14=-699/994, 3-14=-342/518, 7-10— 658/687, 8-1 0=-1 798/1469, 5-10= 2814/2157, 5-11— 591/1029, 4-13— 16/346, 4-11— 1470/1241 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-3 oc bracing. 1 Row at midpt 8-10, 3-13, 4-11 2 Rows at 1/3 pts 5-10 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=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate!grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any ptherlive loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s)10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 lb uplift at joint 1, 748 lb uplift at joint 9 and 1372 lb uplift at joint 10. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �/� ITe k' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f1 V fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSWI 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 dry Ply T13113574 1343527-SYNERGY-BAXL- AO9 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort HIBCe, FL 3494b 5-8-2 11-0-0 5-8-2 5-3-14 5x6 = 5x8 = 5.00 FIT 3 4 3x6 i 217 m 1 0 5x6 = 16 15 14 13 2x4 11 3x8 = 4x6 = 3x6 = 7-10-1 5-8-2 m iou soup 10 zu r I ivii I eK Inuubulets, nrU. r ttu reu I uw:0u; 19 ew ro rayv i I g118wLVNi6YkTT7fiBJ8hFyw6EN-WluR12JfgM38c2WdwUdjAKb3_vGm5uw8EgPdHszpYNB ?4-6-6 31-2-11 3" 0 46-0-0 6-8-5 6-8-5 6-9-5 8-0-0 Scale=1:78.2 r61 = 5x6 = 5x6 = 5x6 = 5I 6 7 8 11 10 9 6x6 = 6x12 MT20HS = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEfL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.29 13-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.82 VeJ(CT) -0.42 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Ho (CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH 46-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 257lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOPICHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 3-4,4-6: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied or 2-11-5 oc bracing. 1-14,12-14: 2x4 SP No.2 WEBS 1 Row at midpt 8-10, 7-11, 6-12 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2, 7-10: 2x6 SP M 26 7-11,4-15,6-12,5-13: 2x4 SP No.2 REACTIONS. (lb/size) 1=1469/Mechanical, 9=-812/0-6-0, 10=3457/0-4-0 Max Horz 1=265(LC12) Max Uplift 1=-467(LC 9), 9=-812(LC 1), 10=-1401(LC 9) Max Grav 1=1469(LC 1), 9=318(LC 9), 10=3457(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3134/2568, 2-3=-2549/2004, 3-4= 2299/1936, 4-5=-2580/2026, 5-6=-1960/1464, 6-7=-496/331, 7-8=-1422/1799, 8-9= 634/887 BOT CHORD 1-16=-2723/2794, 15-16=-2723/2794, 13-15=-2027/2580, 12-13=-1464/1960, 11-12=-369/541, 10-11=-1799/1422 WEBS 2-15= 564/879, 3-15=-367/574, 7-10=-2182/1810, 8-10=-2159/1698, 7-11= 2107/2803, 4-15— 345/183, 6-11=-1474/1283, 4-13=-305/468, 6-12= 1386/1753, 5-13— 690n60, 5-12=-897/879 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 Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-9 4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate: grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live loads. 5) ' This truss has been designed for a live load of 20.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) Bearing at joint(s)10 considers parallel to grain value using ANSI/rPI 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 467IIb uplift at joint 1, 812 lb uplift at Joaquin Velez PE No.68182 joint 9 and 1401 lb uplift at joint 10. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK 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 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. A,ddifional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ! Tampa, FL 33610 Job Truss Truss Type ty, Ply � T13113575 1343527-SYNERGY-BAXL-"Al0 HALF HIP 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4-8-2 16-2-1( 5x6 = 5.00 FIT 2x4 -- 17 2 m t 0 7x10 = 5 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:15 2018 Page 1 (kTT7fi BJ8hFyw6EN-_ySgzOKH RfB? EC5pTC8yjXBKCJgTgOYI SK9AgJzpYNA 38-3-14 46-0-0 7-4-6 7-8-2 Scale = 1:77.4 7x10 = 5x6 = 16 15 14 13 12 11 10 9 5xB = 3x8 I I THIS TRUSS IS DESIG, ED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. 9-0-0 16-2-10 23-7-1 30-11-7 38-3-14 46-0-0 9-0-0 7-2-10 7-4-6 7-4-6 7-4-6 Plate Offsets (X,Y)--[1:0-1-7,0-1-101,[5:0-5-0,0-4-81,[7:0-5-0,0-4-81 ! LOADING (psf) SPACING- 2-0-0 CSI. DIE I L. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve (LL) 0.35 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Veq(CT) -0.52 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 HOrz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight:611 lb FT=20% LUMBER- BRACING- TOPCHORD 2x6 SP No.2 'Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=2057/Mechanical, 9=2057/0-6-0 Max Horz 1=210(LC 12) Max Uplift 1=-732(LC 9), 9= 847(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4625/3837, 2-3=-4344/3382, 3-4= 3922/3171, 4-5=5800/4441, 5-6=-6321/ 1716, 6-7=-5563/4101, 7-8=-3498/255318-9= 1972/1513 BOT CHORD 1-16=-3831/4178, 14-16=-4441/5800, 13-14=-4731/6330, 11-13= 4101/5563, 10- 11 =-2605/3559 WEBS 2-16=-243/688, 3-16=-870/1245, 8-10=-2792/3826, 4-16= 2194/1483, 7-10= 1583/1354, 4-14=-99/488, 7-11=-1685/2258, 5-14= 670/377, 6-11= 893/845, 5-13=-237/389, 6-13=-690/850 Structural wood sheathing directly applied or 5-8-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-4-13 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if 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; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf;1 =15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 platejgrip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where A rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 1 and 847 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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 Oty Ply T13113576 1343527-SYNERGY-BAXL- A11 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSource, Fort Niece, FL 34945 I t3.13u s Sep lb zul / MI I eK Industries, Inc. i nu FeD 1 W:3b:22 2018 Pagel 1D gll8wLVNi6YkTT7fiBJBhFyw6EN-HINTRnPgnp4OaH79OAmbVOxYE77xzahK3wL2ZPzpYN3 0-4r0 5-11-13 11-7-14 17-3-15 23-0-0 28-8-1 34-4-2 40-0-3 , 46-0-0 0 4-0 5-7-13 5-8-1 5-8-1 5-8-1 5-8-1 5-8-1 5-11-13 Scale=1:78.8 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6 = 2x4 II NAILED 7x10 = NAILED 2x4 II NAILED 7x10 = NAILED 2x4 11 NAILED7x10 = 2x4 11 NAILED 5x6 = 121 22 23 2 24 25 26 3 27 28 294 30 31 532 33 34 6 35 36 7 37 38 8 39 40 41 9 20 19 18 16 15 1 14 13 12 11 10 42 43 44 45 46 47 48 17 49 50 51 52 53 54 55 56 57 58 59 60 3x8 II NAILED 5x12 = NAILED 3x6 II 6x8 = Sx8 = NAILED 3x6 II NAILED 5x8 = 6x8 = 3x6 II NAILED 5x12 = NAILED 3x8 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-8-1 15-8-1 5-8-1 5-8-1 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.55 15 >988 240 MT20 244/190 TCDL 15.0 Lumber DO 1.25 BC 0.29 Verl(CT) -0.84 15 >650 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Weight: 1061 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP (CHORD BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.2 `Except` BOT CHORD 9-10,1-20: 2x6 SP No.2 8-11,2-19,7-12,3-18,6-14,4-16,5-15: 2x4 SP No.3 REACTIONS. (lb/size) 10=4275/0-6-0, 20=4382/Mechanical Max Uplift 10=-1929(LC 4), 20=-1974(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 7508/3384, 2-3=-7508/3384, 3-4=-15879/7161, 4-5=-15879/7161, 5-6=-15885/7165, 6-7=-15885/7165, 7-8— 7507/3383, 8-9= 7507/3383, 9-10— 3990/1897, 1-20= 4066/1955 BOT CHORD 18-19=-5873/12999, 16-18=-5873/12999, 15-16=-7787/17246, 14-15=-7787/17246, 12-14— 5874/13008, 11-12— 5874/13008 WEBS 9-11= 3638/8098, 1-19=-3640/8100, 8-11=-754/609, 2-19— 758/612, 7-11=-6153l`2787, 3-19=-6142/2784, 7-12=0/606, 3-18=0/600, 7-14=-1444/3219, 3-16=-1440/3221, 6-14=-707/568, 4-16= 703/565, 5-14=-1521/696, 5-16= 1529/701, 5-15=0/635 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with I Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 1 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 1929 ib uplift at joint 10 and 1974 lb uplift at joint 20. 9) "NAILED" indicates 3-10d (0.148"xX) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE Mll--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 verity the applicability of design parameters and properiy'lncorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addfllonal 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, erecaon 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. Alexandita. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type ' I Qty Ply T13113576 1343527-SYNERGY-BAXL- A11 Half Hip Girder 1 3 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 1 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Feb 1 09:35:22 2018 Page 2 LOAD CASES) Standard Uniform Loads (plf) Vert: 1-9=-70, 10-20= 20 Concentrated Loads (lb) Vert: 17=-61(B) 7— 136(B) 12=-61(B) 14=-61(B) 6=-136(B) 13= 61(B) 21= 158(B) 22=-136(B) 23=-136(B) 24=-136(B) 25=-136(B) 26=-136(B) 27=-136(B) 28= 136(B)29= 136(B)30=-136(B) 31 =-1 36(B) 32=-1 36(B) 33= 136(B)34= 136(B) �5= 136(B)36=-136(B) 37= 136(B)38=-136(B)39= 136(B)40_ 136(B) 41=-136(B) 42=-67(B) 43=-61 (B) 44=-61 (B) 45=-61(B) 46=-61(B) 47=-61(B) 48=-61(B) 49=-61(B) 50= 61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(B) 55=-61(B) 56=-61(B) 57=-61(B) 58=-61(B) 59=-61(B) 60=-61(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103MIS BEFORE USE Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and is for an Individual building component, not �° a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiYek° 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. Nampa, FL 33610 Job Truss Truss Type ty Ply ' T13113577 1343527-SYNERGY-BAXL- BO1 Half Hip 1 1 Job Reference (optional) Builders Hfst50urce, tort Piece, FL'34945 i 8.13U s Sep 16 2017 MITeK Industries, Inc. Thu Feb 1 09:35:24 20i8 rage 1 I D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-DgVDrTRxJQKkpbHYVbp3aROgjxk8RQgcXEqgoHzpYN1 1-0- 5-10-2 11-4-0 15-6-8 22-3-12 28-11-4 35-6-12 42-4-0 0- 5-10-2 5-5-14 4-2-8 6-9-4 6-7-8 6-7-8 6-9-4 Scale = 1:73.2 5.00 12 5x8 2x4 11 3x8 = 3x6 = 2x4 I I 4x6 = 6 7I 8 9 10 11 4x6 3x6 r- 5 3x4 4 3 20 o I 5x6 = 19 18 17 16 21 15 22 14 23 13 24 12 2x4 11 6X8 = 3x6 = 3x8 = 5x81= 5x6 = 5x8 = 3x6 11 8 5-10-2 , 11-4-0 15-6-8 22-3-12 28-17-4 35-6-12 42-4-0 5-10-2 5-5-14 4-2-8 6-9-4 6-7-8 6_ _86-9-4 Plate Offsets (X,Y)--[6:0-5-12,0-2-81,[14:0-3-0,0-3-01,[16:0-3-8,0-1-81,[18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DE L. In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ve (LL) 0.09 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DO 1.25 BC 0.56 Veq(CT) -0.18 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 258lb FT=20% LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 f 1 REACTIONS. (lb/size) 12=1288/Mechanical, 2=316/0-8-0, 18=2260/0-8-0 Max Horz 2=383(LC 12) Max Uplift 12= 545(LC 8), 2= 100(LC 12), 18=-831(LC 9) Max Grav 12=1327(LC 2), 2=316(LC 1), 18=2260(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-259/117, 3-5= 707/715, 5-6— 511/308, 6-7=-1246/922, 7-8=-1246/922, 8-10= 1049/754, 10-11=-10497754, 11-12= 1228/951 BOT CHORD 2-19=-355/120, 18-19=-355/120, 16-18=-596/398, 15-16=-330/402, 14-15=- 13-14=-1039/1470 WEBS 3-18=-676/833, 5-18=-1875/1549, 5-16=-1077/1514, 6-16=-1013/860, 11-1: 6-15=-839/1194, 10-13= 509/537, 7-15=-508/534, 8-13=-596/403, 8-15=-31 8-14=0/313 CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except end verticals. CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. S 1 Row at midpt 11-12, 11-13, 6-15, 8-13, 8-15 470, 1 /1461, NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1bit; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 42-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54511b uplift at joint 12, 100 lb uplift at joint 2 and 831 lb uplift at joint 18. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verily 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 applicability of design parameters and properlyiincorporate 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 miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Atexandda, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type ly Ply T13113578 1343527-SYNERGY-BAXL- BO2 Half Hip 1 1 Job Reference (optional) uuuaers 1-Irstbource, hon mece, t-L 34y4b -.1-0-0 5-10-2 11-4-0 U.IOU s Oep 10 gal I NII I eK Inaustrles, Inc, i nu reD I ue:Jb:zb zul a rage I 7-0-10 7-2-6 Scale=1:73.2 • 5x6 = 3x4 = 5x6 = 3x4 = 4x6 = 4x6 5 6 7 8 9 4 5.00 F12 5x6 3 18 Z[ W1 2 o ; 5x6 = 19 17 16 15 20 14 2113 12 22 11 23 10 2x4 11 6x8 = 6x8 = 3x4 = 3x6 = 3x4 = 3x6 = 3x6 11 5-10-2 11-4-0 13-1%o 21-0-6 28-1-0 35-1-10 42-4-0 5-10-2 5-5-14 2-6-0 7-2-6 1 7-0-10 7%-10 7-2-6 Plate Offsets (X Y)-- [3:0-3-0 0-3-4] [5:0-3-0 0-2-4][7:0-3-0,0-3-4],[16:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. I in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ver>(LL) 0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.20 12-14 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT Rigid ceiling directly applied or 5-9-15 oc bracing. WEB' WEBS 1 Row at midpt 9-10, 6-15, 7-14, 9-11 REACTIONS. (lb/slze) 10=1260/Mechanical, 2=238/0-8-0, 16=2366/0-8-0 Max Herz 2=343(LC 12) Max Uplift 10=-515(LC 8), 2=-187(LC 8), 16=-1173(LC 9) Max Grav 10=1294(LC 2), 2=238(LC 1), 16=2366(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-148/299, 3-4= 978/908, 6-7=1182/742, 7-8=-1550/1025, 8-9=-1202/816, 9-10=-1196/892 BOT CHORD 2-17= 472/0, 16-17=-460/0, 15-16=-777/719, 14-15= 742/1182, 12-14=-1031/15 I2, 11-12— 816/1202 WEBS 3-17=-387/248, 3-16=-690/1310, 4-16=-1983/1615, 4-15=-1188/1601, 5-15=-313/412, 6-15=-1557/1160, 6-14=-184/545, 7-14=-488/388, 8-12= 273/454, 8-11=-836/755, 9-11=-1047/1543 NOTES- 1) 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 Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 42-214 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 Ib uplift at joint 10, 187 lb uplift at joint 2 and 1173 Ito uplift at joint 16. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding 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 MoTek' 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 avalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . ty Ply T13113579 1343527-SYNERGY-BAXL- BO3 Half Hip 1 1 Job Reference (optional) Gullaers I-IrSt6ource, ran F'lece, 1-L J4U45 6-1-2 5-8-14 3-0-0 5-2-0 a. lJu s oep to eu if rvu i ere inuusuies, mu. i nu reu i ua:au:eo eu ro rage i I D:q I18wLVNi6YkTT7fi BJ8hFyw6EN-A3d_G9SBr2aR3u Rwd?rXfs54fkNCvlwv_XJGiAzpYN? 28-2-0 35-3-0 1 42-4-0 , Scale = 1:74.4 5x8 = 3x4 = I 46 = 2x4 11 3x6 = 4x6 = 5.00 F12 4 5 6 7 8 9 3x4 i 3 20 Z 2x4 = 1 2 4 2x4 I I 14 13 _ 6x8E o v 5x6 = 21 18 17 15 16 6x8 12 it 10 2x4 11 6x8 = 2x4 11 2x4 11 5x8 = 3x6 II 6-1-2 11-0-0 1 -1 014-10-0 20-0-0 28-2-0 35-3-0 42-4-0 6-1-2 4-10-14 0-10-0 3-0-0 5.2-0 18-2-0 7-1-0 7-1-0 Plate Offsets (X,Y)-- [4:0-5-0,0-2-41, [6:0-3-0,Edge), [13:0-2-4,0-2-121, [14:0-3-12,0-3-41, [17:0-3,8,0-3-01 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 0.99 Vert(LL) 0.22 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.41 13-14 >897 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 HOri(CT) -0.01 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight:241 lb FT=20% LUMBER- BRA TOP CHORD 2x4 SP No.2 *Except* TOP 4-6: 2x4 SP No.1 BOT BOT CHORD 2x4 SP No.2 `Except` WEE 14-15,13-14: 2x4 SP No.1, 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1347/Mechanical, 2=469/0-8-0, 17=2117/0-8-0 Max Harz 2=297(LC 12) Max Uplift 10=-557(LC 8), 2— 323(LC 8), 17= 986(LC 9) Max Grav 10=1349(LC 24), 2=469(LC 1), 17=2117(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/670, 3-4=-333/344, 4-5=-2227/1528, 5-7= 2760/1945, 7-8=-2719/1917 8-9= 1491/1043, 9-10=-1286/971 BOT CHORD 2-18=-981/313, 17-18= 981/313, 13-14=-1528/2227, 7-13= 510/537 WEBS 3-18=-436/194, 5-14— 873/849, 5-13=-457/592, 11-13=-988/1418, 8-13=-994/13 S-11= 1193/1028, 9-11=-1270/1818, 3-17= 632/1331, 15-17=-1704/1326, 4-15=-1627/1351, 4-14=-1785/2569 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 5-0-3 oc bracing. 1 Row at midpt 8-13, 9-11, 4-17, 4-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h'=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 4) This truss has been designed 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 557 lb uplift at joint 10, 323 lb uplift at joint 2 and 986 lb uplift at joint 17. i Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 0 WARNING - Verity 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 prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DS9-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13113580 1343527-SYNERGY-BAXL— BO4 Half Hip 1 1 Job Reference (optional) Builders Firsraource, Fort Piece, FL 34945 i 8.i30 s Sep 1 b 20i r MI I ex mausiries, inc. Thu Feb 1 09:35:28 20i 8 rage 1 ID:qIl8wLVNi6YkTT7fiBJ8hFyw6EN-6SkkhgURNfg9lCbJkQt?kHBRbY1 DNEWCSroMm2zpYMz 1-0-Q 5-1-2 9-1040 11-4-0, 14-10-0 19-9-14 28-2-0 35-3-0 42-4-0 i-0-d 5-1-2 4-8-14 1.6-0 3-6-0 4-11-14 8-4-2 7-1-0 7-1-0 Scale =1:74.4 r 5x6 = 5x8 = 3x6 = 2x4 11 5x8 = 4x12 = 3x4 II 5.00 12 4 5 6 7 8 9 10 2x4 II 3 1 2 16 14 0 la 2x4 11 15 7x10 = 1 0 Sx12 = 5x6 = 19 18 17 13 12 11 3x4 = 6x8 = 2x4 11 2x4 11 5x6 = 6x8 = 2x4 = 5-1-2 11-4-0 14-10-0 19-9-14 28-2.0 35-3-0 42-4-0 5-1-2 6-2-14 ' 3-6-0 1 4-11-14 8-4-2 7-1-0 7-1-0 Plate Offsets (X,Y)--[4:0-3-0,0-2-41,[5:0-3-8,0-2-81,[8:0-4-0,0-3-01,[14:0-6-4,0-5-01,[15:0-6-0,0-3-01,[18:0-3-8,0-3-0] 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 0.96 Ve�t(LL) 0.36 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.64 14-15 >578 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Ho2(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 239lb FT=20% LUMBER- BR CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-8-9 oc bracing. 14-15,15-16: 2x4 SP No.1, 8-13: 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 5-18, 5-15, 8-15, 12-14, 9-14, 9-11 WEBS 2x4 SP No.3 "Except' 5-18,5-15,8-15,9-12: 2x4 SP No.2 REACTIONS. (lb/size) 11=1341/Mechanical, 2=454/0-8-0, 18=2139/0-8-0 Max Horz 2=250(LC 12) Max Uplift 11= 553(LC 8), 2=-327(LC 8), 18=-1013(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456/872, 3-4— 456/1138, 5-7=-2737/1868, 7-8— 2737/1868, 8-9= 3636/2558 BOT CHORD 2-19=-1115/353, 15-16=-354/280, 14-15— 2633/3735, 8-14=-180/287, 11-12=-1?r38/1771 WEBS 3-19= 353/608, 4-19=-1510/687, 4-18_ 259/555, 16-18— 1749/1332, 5-16=-1681/1362, 5-15= 2269/3270, 7-15— 591/628, 8-15=-1056/811, 12-14=-1172/1681, 9-14=-1421/2007, 9-12=-207/339, 9-11=-2040/1424 1 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., GCpl=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 5-1-2, Exterior(2) 5-1-2 to 42-2-4! zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 1 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 553 lb uplift at joint 11, 327 lb uplift at joint 2 and 1013 lb uplift at joint 18. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERAMCE PAGE M11-7473 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 verily the applicability of design parameters and properly, Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syStems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Job Truss Truss Type diy Ply T13113581 1343527-SYNERGY-BAXL- BO5 Half Hip 1 1 Job Reference (optional) Builders Firstaource, Fort Piece, FL 34945 0.13u 5 aep 10 zui r iwi r eK mau5111es, Inc. i nu rev 1 0a:30:29 za 18 rage r I D:gll8wLVNi6YkTT7fi BJ8hFyw6EN-ael6vAV38zyOwMAV18dEH UjeDyO86gnLgVYwlVzpYMy 1-0- 5-7-4 7-10-0 11-4-0 17-0-9 22-8-3 28-2-0 35-3-0 42-4-0 0- 5-7-4 2-2-12 3-6-0 5 8-9 5-7-9 5-5-13 7-1-0 7-1-0 Scale = 1:74.4 5.00 12 5x8 = 5xB = 2x4 11 5.6 — 4.6 = 7x10 = 4x6 = 2x4 4 5 6 7 8 9 10 322 1 2 18 1 2x4 11 14 I 16 15 Sx12 = 3x4 =8x14 MT201­16 - 5x6 = 23 21 20 19 13 12 11 3x4 = 3x8 = 2x4 II 3x4 11 5x8 = 3x6 11 6x8 = 7-10-0 11-4-0 14-10-0 17-0-9 , 22-8-3 35-3-0 42-4-0 7-10-0 3-6-0 3-6-0 2-2-9 5-7-9 12.6-13 7-1-0 Plate Offsets (X,Y)-- [4:0-5-12,0-2-81, [7:0-3-0,0-3-01, [12:0-1-12,0-2-Oj, [14:0-9-12,0-4-41, [16:0-5-4,0-3-01, [18:0-3-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.48 14-15 >773 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.77 14-15 >482 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Hori(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 234lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, 7-9. 2x4 SP No.1 I except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing. 8-13: 2x4 SP No.3, 14-16: 2x4 SP No.1 WEBS 1 Row at midpt 12-14, 9-14, 10-12, 5-16, 7-16 WEBS 2x4 SP No.3 *Except* 5-20: 2x6 SP M 26, 8-15,5-16,7-16: 2x4 SP No.2 REACTIONS. (lb/size) 11=1230/Mechanical, 2=153/0-8-0, 20=2481/0-8-0 Max Harz 2=204(LC 12) Max Uplift 11=-508(LC 8), 2=-216(LC 8), 20= 1233(LC 9) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-104/485, 3-4= 146/687, 4-5=-972/1309, 5-6= 1276/842, 6-7= 1271/836, 7-8=-3372/2332, 8-9=-4308/3043, 9-10= 1968/1374, 10-11=-1165/887 BOT CHORD 2-21=-400/9, 20-21=-618/117, 17-18=-2141/1590, 16-17=-2141/1590, 15-16=-23 I2/3372, 14-15=-3105/4420 WEBS 4-21=-865/388, 4-20=-967/1289, 18-20— 1676/1307I 5-18=-1673/1317, 12-14=-1328/1865, 9-14=-1689/2379, 9-12=-1201/1037, 10-12= 1494/2144, 3-21=-384/683, 8-15= 1115/825, 5-16=-2577/3638, 7-15= 145/437, 6-16= 375/404, 7-16=-2243/1601 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.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 508 lb uplift at joint 11, 216 lb uplift at joint 2 and 1233 lb uplift at joint 20. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Iricorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSBL 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 ty Ply T13113582 1343527-SYNERGY-BAXL- BO6 Half Hip Girder 1 2 Job Reference (optional) Builders t-irstsource, Fort Piece, FL'34945 D.13U 5 Oep ID eU I I IVII I UK HIUUSIllUb, Inc. I Hu reu I UU:0D.— — ID rays I I D:ql l8wLV Ni6YkTT7fi BJ8h Fyw6EN-xc6?yuYCyVaJO72T5h_P_YQX9zBun4R5gnFh_izpYMt 1-0-Q 5-10-0 11-4-0 14-10-0 19-3-5 23-8-11 28-2-0 31-4-0 36.10-1 42-4-0 0- 5-10-0 5-6-0 3-6-0 4-5-5 4-5-5 4-5-5 3-2-0 5-6-1 5-5-15 Scale=1:74.4 NAILED NAILED NAILED NAILED NAILED NAILED NAI ED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5.00 FIT 5x8 = 5x8 = 2x4 II 5x8 = 4x6 = 2x4 11 5x6 = 3x4 = 4x6 = NAILED NAILED NAILED NAILED NAILED 3 23 24 4 25 526 27 6 28 297 30 31 8 32 9 33 34 i0 35 36 37 11 nlii 2 19 �f1 18 16 I 45 46 O �p 41 42 43 NAILED 2x4 II 3x6 = 22 38 39 21 40 20 5x8 = NAILED NAILED NAILED g417 Ix6 = 6x8 = 15 47 14 48 NAILED 49 13 50 51 52 12 5x12 = 2x4 11 NAILED 2x4 11 NAILED 2x4 11 4x12 NAILED 3x4 = NAILED 2x4 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-10-0 11-4-0 14-70.0 19-3-5 23-8-11 28-2-0 31-4-0 , 36-1.1 42-4-0 5-10-0 5-6.0 3-6-0 4-5-5 4-5-5 4-5.5 3-2-0 5.6-1 5-5-15 Plate Offsets (X Y)-- [3:0-5-12 0-2-81 [6:0-4-0 0-3-0] [9:0-2-4 0-3-0] [16:0-2-8 0-3-0] [19:0-2-8 0-2-0],[21:0-6-0,0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 17-18 >999 180 BCLL 0.0 Rep Stress )nor NO WB 0.37 Hori(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 449lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 'Except' I except end verticals. 5-20,8-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-21,9-14: 2x8 SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except Qt=length) 12=Mechanical, 14=0-4-0. (lb) - Max Horz 2=157(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 12=-203(LC 5), 2=-397(LC 4), z1= 1877(LC 5), 14= 1484(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 12=357(LC 1), 2=311(LC 1), 21=3125(LC 1), 14=3033(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-62/437, 3-4=-1006/2092, 4-5=-448/818, 5-6=-383/676, 6-7= 1906/879, 7-8=-366/799, 8-9— 437/942, 9-10— 962/2020, 11-12= 266/240 BOT CHORD 2-22=-416/17, 21-22=-442/37, 5-19=-292/200, 18-19=-867/1935, 17-18=-868/1939, 16-17= 879/1906, 8-16=-284/202 1 WEBS 3-22=-448/594, 3-21=-2318/1600, 4-21=-1154/762, 19-21= 2165/1029, 4-19=-596/1362, 6-19=-2709/1296, 6-18=-127/465, 7-17— 130/478, 7-16=-2807/1291, 14-16— 1977/922, 9-16=-490/1055, 9-14=-1053/699, 10-14=-2273/1132, 10-13=0/464 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, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left exposed; Lumber D,OL=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 al rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 7) Refer to girder(s) for truss to tniss connections. 8) Provide truss to bearing capable of withstanding 203 Ib uplift at 12, 397 lb uplift at MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 mechanical connection (by others) of plate joint joint 2, 1877 lb uplift at joint 21 and 1484 lb uplift at joint 14. Date: 9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. February 1 .2018 I u) Hanger(s) or oiner connection aevice(s) snag De proviaeo SUiTIcieni to support conceniraieci IOaa(S) JUb ID gown ana JbJ iD up at CiI tlki l pl design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 10 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, erecflon and bracing of trusses and truss systems, seeANSi/TPI I Quallty, Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113582 1343527-SYNERGY-BAXL- B06 Half Hip Girder i 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 Mrl eK Industries, Inc. I nu I-eb 1 09:35:34 2018 Page 2 I D:q ll8wLVNi6YkTT7fiBJ8hFyw6EN-xc6?yuYCyVaJ072T5h_P_YQX9zBun4R5gnFh_izpYMt LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-11=-70, 2-20=-20, 16-19=-20, 12-15= 20 Concentrated Loads (lb) Vert: 3=-30(F) 22=-306(F) 4=-108(F) 6=-8(F) 18=-148(F) 9= 108(F) 14=-34(F) 23=-108(F)'24=-108(F) 25— 108(F) 26=-8(F) 27= 8(F) 28=-8(F) 29= B(F) 30=-B(F) 31=-8(F) 32=-108(F) 33=-108(F) 34=-108(F) 35=-108(F) 36_ 108(F) 37=-108(F) 38=-P4(F) 39=-34(F) 40= 34(F) 41=-148(F) 42=-148(F) 43=-148(F) 44=-148(F) 45— 148(F) 46=-148(F) 47=-34(F) 48= 34(F) 49=-34(F) 50=-34(F) 51=-34(F) 52=-34(F) ® WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse wiilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply . T13113583 1343527-SYNERGY-BAXL-"COI Half Hip Girder 1 2 Job Reference (optional) i3uncierS hirstbource, ton Niece, t-L 3494b 5-11-8 5x6 = 8.13U 8 bep lb 2U1 / MI I ex inausmes, Inc. I nu Tel) 1 U9:3bW 2U16 rage 1 D:q IIBwLV Ni6YkTT7fi BJ8hFyw6EN-LBn8avb5FQzutbn2mpY6cA24HA31_HUXW I U Lal zpYMq 5.00 F12 5x6 5 5x6 i 4 5x6 3 5x12 = 19 20 18 21 22 23 17 24 2x4 11 LUS26 7x10 = 7x10 = HHUS26-2 LUS26 LUS26 LUS26 LUS; 5x6 = 2x4 I I 8x14 MT20HS = 6 7 8 4I1L28 12 I011"13x8 11 25 16 26 15 LUS26 LUS26 2x4 II 2x4 II 2x4 II LUS26 21-3-0 5x8 = 9 v� N 29 11 30 31 O 0 Sx8 = 3x6 11 m LUS26 LUS26 LUS26 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert (LL) 0.15 18-19 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.23 18-19 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Hoi(CT) -0.01 10 rl/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-9: 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 *Except* 2-18: 2x6 SP M 26, 6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 9-10,7-12: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 10=-1021/0-8-0, 2=3413/0-8-0, 12=9019/0-8-0 Max Harz 2=464(LC 8) Max Uplift 10= 1021(LC 1), 2=-1421(LC 8), 12=-3738(LC 8) Max Grav 10=739(LC 8), 2=3413(LC 1), 12=9019(LC 1) TOP CHORD SOT FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7527/3095, 3-4=-6141/2512, 4-5=-2970/1187, 5-6=-474/1120, 6-7=402/10 7-8=-644/1266, 8-9= 644/1266, 9-10=-756/1477 BOT CHORD 2-19= 3181/6773, 18-19=-3166/6736, 17-18=-2562/5612, 14-16=-1651468, 13-14=-2756/1181, 12-13=-2756/1181, 11-12=-2756/1181 WEBS 3-19= 436/1064, 3-18=-1310/703, 4-18-1628/3835, 4-17=-4111/1856, 5-17=-1 E 7-11= 1014/2670, 9-11= 2081/1034, 7-12= 7657/3218, 14-17=-1471/3179, 5-14=-4642/2052, 7-14=-2286/5053 Scale=1:66.4 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 493 lb FT = 20% Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 14 NOTES- 1) 2-ply truss to be connected together with I Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. i Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 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 otherwiselindicated. 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a,rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021:I15 uplift at joint 10, 1421 lb uplift at joint 2 and 3738 lb uplift at joint 12. 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearing 10. Building designer must provide for uplift reactions indicated. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 © wARN/NG - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev- 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for anllndividual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS9-89 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 T13113583 1343527-SYNERGY-BAXL- C01 Half Hip Girder 1 2 Job Reference (optional) Builders FlfstSource, Fort Niece, FL 3484b NOTES- 11).Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-1od Truss) or equivalent at 5-11-8 fr 12) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or bottom chord. 13) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced truss(es) to back face of bottom chord. 14) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivaler connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-70, 6-9— 70, 2-16= 20, 15-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 19=-337(B) 20=-1210(B) 21=-1321(B) 22= 1329(B) 23=-1240(B) 24=-1268(B) a.iou 5 aep In zu] I iVll ILK wou'5mes, mu. I iiu reu r ue:oo:oi ev i o raye G YkTT7fiBJ8hFyw6EN-LBnBavb5FQzutbn2mpY6cA24HA31_HUXW IULa1 zpYMq the left end to connect truss(es) to back face of bottom chord. ivalent at 7-10-12 from the left end to connect truss(es) to back face of 2-0-0 oc max. starting at 9-10-12 from the left end to 15-7-4 to connect at 2-0-0 oc max. starting at 17-7-12 from the left end to 27-7-12 to 26=-352(B)28= 352(B) 29=352(B) 30=-352(B) 31=-352(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must 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 Mi%k* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI I 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 Alexancirta. VA 22314, Tampa, FL 33610 Job Truss Truss Type ty Ply T13113584 1343527-SYNERGY-BAXL—"CO2 Half Hip 1 1 Job Reference (optional) tRillaers MrstJource, rOri viece, rL "J4a4b o. 'Ju `5oep 10 eu i r rvu r er, uruubmeb, mu. i nu reu i ua:ou.00 cv to rays i D:q liBwLV Ni6YkTT7fiBJ8hFyw6 EN-pNLW nFbjOk5kVkMEKX3 L8ObAuaR7j k1 gIPDu7TzpYMp r1-0-0 6-2-3 12-0-2 17.10-0 20-0-0 20-11-p 28-7-0 1-0-0 6-2-3 5-9-14 5-9-14 2-2-0 11- 7-8-0 Scale=1:52.7 3x4 = 5x8 = 2x4 11 3x8 = 5 6 7 8 5.00 F12 3x4 4 0 5x6 v 0 3 16 it, : . 9 13x4 10 19 II 3x6 = O 0 6x8 = d) 2 ?{ 13 12 ui1 o , ' 15 17 14 18 5x6 = 3x4 = 3x4 = 3x4 = 3x4 = 9-1-2 17-10-0 20.0-0 $0-11-p 28-7-0 9-1-2 8-8-14 2.2-0 11- 7-8-0 Plate Offsets X,Y -- 3:0-3-0,0-3-4 , 5:0-5-12,0-2-8 , 10:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ve (LL) 0.19 9-10 >475 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.29 2-15 >864 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Hort (CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 183lb FT=20% LUMBER- BRA ICING - TOP CHORD 2x4 SP No.2 TOPICHORD BOT CHORD 2x4 SP No.2 'Except' 6-12: 2x4 SP No.3 BOT (CHORD WEBS 2x4SPNo.3'Except* WEBS 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=198/0-8-0, 2=978/0-8-0, 10=1443/0-8-0 Max Horz 2=436(LC 12) Max Uplift 9— 238(LC 8), 2=-332(LC 12), 10=-676(LC 9) Max Grav 9=244(LC 24), 2=978(LC 1), 10=1443(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1571/1078, 3-4=-1249/835, 4-5=-321/122 BOT CHORD 2-15=-1564/1355; 13-15= 873/825, 11-12= 800/837, 6-11=-394/361 WEBS 3-15=-372/652, 4-15=-426/572, 4-13=-807/887, 5-13=-476/689, 7-11=-260/463, 7-10= 1096/889, 5-12— 895/789 Structural wood sheathing directly applied or 4-0-10 oc purlins, except end verticals. Rigid ceiling directly applied or 4-3-12 oc bracing. 1 Row at midpt 8-10, 5-12 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. li; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 28-4j4 zone; cantilever left and right exposed; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238'Ib uplift at joint 9, 332 lb uplift at joint 2 and 676 lb uplift at joint 10. 1 it Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mm5K 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 art Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13113585 1343527-SYNERGY-BAXL- CO3 Half Hip 1 1 Job Reference (optional) builders I-irsuiource, Fort Piece, FL 34945 6.13U s Sep 15 2Uri MI l eK Industries, Inc. i nu Feb 1 Uy:35:39 201 B Hage 1 ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-HZvu?bcLnl Db6uxQtEaahb8JE_p6SDgq_3zSfwzpYMo 1-0-0 8-1-2 15-10-0 20-0-0 0-11- 28-7-0 1-0-0 8-1-2 7-8-14 4-2-0 -11- 7-8-0 Scale = 1:61.6 4x = 3x4 = 3x8 = 3x4 11 . 5.00 F12 i 4 5 6 7 6x12 MT20HS -5- 6 3 4 14 10 , e 9 15 3x8 — 3x6 = 0 2 3x6 II 12 11 �t 5x6 = 13 5x6 = 3x8 = 2x4 11 8-1-2 15-10-0 I 20-0-0 0-11- 28-7-0 8-1-2 7-8-14 4-2-0 11- 7-8-0 Plate Offsets X,Y -- 13:0-3-0,0-3-4 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 0.93 Vert(LL) 0.09 8-9 >943 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert�CT) -0.23 2-13 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-7: 2x4 SP No.2 Iexcept end verticals. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 3-5-8 oc bracing. 5-11: 2x4 SP No.3 WEBS 1 Row at midpt 3-12 WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 8=200/0-8-0, 2=978/0-8-0, 9=144110-8-0 Max Harz 2=389(LC 12) Max Uplift 8=-231(LC 8), 2=-343(LC 12), 9=-695(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1535/1006, 3-4=-584/317, 4-5=-425/391 BOT CHORD 2-13= 1385/1308, 12-13= 1386/1304, 5-10=-529/465 WEBS 3-13=0/352, 3-12=-961/1086, 4-12=-213/333, 5-12=-775/849, 6-10=-238/465, 6-9— 1176/909 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 Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 28-4-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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.Opsf on the bottom chord in all areas where airectangle 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 231 lb uplift at joint 8, 343 lb uplift at joint 2 and 695 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® 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 Mliek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not wt a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pq IYO oTe W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII 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, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T13113586 1343527-SYNERGY-BAXL- CO4 Roof Special 1 1 Job Reference (optional) eunaers Firstbource, Fort Piece, FL 34945 i a. Mu s Sep 15 20 i r rvi„ en rr,uuau,eo, irw. r "Li reu i tru. :� r cv IS rage ID•g118wLVNi6YkTT7fiBJ8hFyw6EN-Eyl fQHebJfrJMC4p?fc2mODhBnXsw6W7RNSYjozpYMm 1-0-Q 7-1-2 13-10-0 i9-9-10 22-3-0 24-8-6 25-11-1p 31-4-0 1-0-0 7-1-2 6-8-14 5-11-10 2-5-6 2-5-6 1-3-4 5-4-6 r I Scale=1:59.1 5.00 12 5x8 = 5x8 = 3x4 — 3x8 = 4 5 8 9 7 6x12 MT20HS i 20 3 N 19 13 10 12 21 11 Sx6 = 6x8 = o 2 m `I "O 5x6 = 16 15 14 5x8 = 7-1-2 13-10-0 20-0-0 ,21-3-0 24-8.6 25-11-1p 31-4-0 7-1-2 6-8-14 6-2.0 1-3-0 3-5.6 1-3-4 Plate Offsets (X Y)-- [4:0-4-0 0-1-131, [5:0-2-1,0-4-101, [15:0-3-8,0-3-01, [18:0-2-4,0-2-131 1 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 2-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert4CT) -0.15 2-16 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 182 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Except` TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc puriins, 3-4,1-3: 2x4 SP No.1 1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. 5-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-15 WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=338/0-8-0, 2=967/0-8-0, 12=156110-8-0 Max Horz 2=343(LC 12) Max Uplift 10=-329(LC 8), 2=-341(LC 12), 12=-823(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1557/1257, 3-4= 768/624, 4-5=-614/736, 5-6=-342/356, 6-8= 342/356 BOT CHORD 2-16=-1666/1335, 15-16=-1668/1330, 11-12=-547/259, 10-11— 547/259 WEBS 3-16=0/294, 3-15=-790/1024, 4-15=-140/380, 5-15=-1055/863, 8-12=-711/981, 8-11=-370/214, 8-10— 258/566, 5-12=-945/857 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=5.Opsf; hL 15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 13-10-0, Comer(3) 13-10-0 to 19-10-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 alrectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 10, 341 lb uplift at joint 2 and 823 lb uplift at joint 12. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1.2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473. rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Criteria, DS&89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13113587 1343527-SYNERGY-BAXL- CO5 Roof Special 1 1 Job Reference (optional) dunaers t'Irsibource, ron rl@Ce, r-L 04e4D 4 15-7-2 5x6 = 4 5.00 FIT 3x4 203 19 2 cc �i 0 5x6 = 18 17 2x4 II 5x8 = a. IOU J Jep 10 GU I / IVII I en Ir1UUSa Wtl , ❑lU. I IIU fell I V .—. GU 10 rage i ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-AK8PrzfrrGj 1 bW EB64fWrRIOgbADO?OPuhxfohzpYMk 4x6 = 3x6 11 7 8 3x4 4x6 = 6 5 14 13 3x4 = 3x4 = 6x8 = 16 3x8 = Scale = 1:58.5 5x6 = 3x6 9 10 Y N • 11 12 3x6 II u 0 3x4 = o m Plate Offsets (X Y)-- [4:0-3-0 0-2-4] [17:0-3-8 0-3-0] 1I LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert�LL) -0.12 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.25 16-17 >987 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) -0.04 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH I Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except` I except end verticals. 6-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 2x4 SP No.3 *Except* 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=404/0-8-0, 2=989/0-8-0, 14=1473/0-8-0 Max Horz 2=334(LC 12) Max Uplift 11=-350(LC 9), 2— 368(LC 12), 14=-654(LC 8) Max Grav 11=436(LC 24), 2=989(LC 1), 14=1473(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1640/1410, 3-4= 1025/867, 4-5=-870/938, 7-8=-135/433, 9-10=-550/997, 10- 11 =-402/608 BOT CHORD 2-18=-1837/1414, 17-18=-1837/1414, 16-17= 401/360, 15-16=-905/872, 6-15— 29i /541, 12-13=-1007/559 WEBS 3-17=-612/890, 5-16=-860/1012, 10-12=-1047/568, 6-14=-382/227, 7-14=-533/870i, 9-13=-561/1021, 5-17=-836/679 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=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 11-10-10, Corner(3) 11-10-0 to 26-8-6, Exterior(2) 26-8-6 to 31-1-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 11, 368 lb uplift at joint 2 and 654 lb uplift at joint 14. i i i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tniss 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 3361 a Job Truss Truss Type ty Ply T13113588 1343527-SYNERGY-BAXL- C06 Roof Special i 1 1 Job Reference (optional) Builders Flrstbource, Fort Hiece, FL 3494b 7.0.9 5.00 FIT 2x4 \\ �3 19 20 / Sx6 = b.13u S Aep 1 b zul / IVII I eK I11aU8rne6, mc. I nu reD 1 uu:oof#D eul n r-aya 1 2-9-7 ' 5-11-10 ' I 4-2-6 ' 2-3-0 6-5.6 2-7-10 ' Scale = 1:57.9 5x6 = 3x6 11 7 s 22 3x6 i 6 46 = 5x12 - - 2x4 I 6x8 = 4 21 9 10 17 11 15 14 13 23 12 6x8 = q 4x12 = 4x6 = O d 2x4 II O EM 6x8 = CO is 17 16 5x8 = 3x4 — 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert((L) 0.23 12-13 >537 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.47 2-18 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) -0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH I Weight: 178 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CORD Structural wood sheathing directly applied or 3-11-4 oc purlins, 4-5,9-10: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT C ORD Rigid ceiling directly applied or 3-8-5 oc bracing. 6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=448/0-8-0, 2=1011/0-8-0, 14=1407/0-8-0 Max Horz 2=305(LC 12) Max Uplift 11=-380(LC 9), 2=-374(LC 12), 14= 592(LC 12) Max Grav 11=494(LC 24), 2=1011(LC 1), 14=1407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/1552, 3-4=-1267/1288, 4-5=-1122/1237, 5-6=-317/683, 6-7=-178/589, 7-8=-297/807, 8-9= 347/608 BOT CHORD 2-18=-1893/1364, 17-18=-969/807, 6-15=-345/443, 14-15=-357/221, 13-14=-373/240, 12-13=-1643/868, 11-12=-1677/881 WEBS 3-18=-363/755, 4-18=-239/290, 5-18= 491/426, 5-17=-526/783, 15-17=-1216/1000, 5-15= 686/558, 9-12=-389/247, 9-11=-983/1889, 6-14= 398/443, 7-14=-449/653, 9-13= 674/1294 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.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 9-10-0, IComer(3) 9-10-0 to 28-3-0, Exterior(2) 28-3-0 to 28-8-6 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 380 lb uplift at joint 11, 374 lb uplift at joint 2 and 592 lb uplift at joint 14. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n fabricatio, 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. 1 Tampa, FL 33610 Job Truss Truss Type ty Ply T13113589 1343527-SYNERGY-BAXL- CO7 Roof Special Girder 1 1 Job Reference (optional) bunaerS rlrsiOource, r0171 FIeC9, t-L'J4e4a I MIOU s Oep lb ZUl I IVII I eK mousrrles, Inc. I nu reD i Ue;J0;40 Zino rage i I q:q I IBwLVNi6YkTT7fi BJBhFyw6EN-avgYT_ik7B5cSzzmoCC DT4wW GoFxbU9sbf9JPOzpYMh Scale=1:56.8 • &B 5x6 = 5x6 = 6 7 8 21 2x4 9 5x8 = 5x6 = 5.00 F12 4 5 20 22 10 3x4 i °J 19 13 to 3 12 23 24 11 25 3x4 = 2x4 = o 18 I 3x4 = roco b 2 6x8 = 41 0 Sx6 = 17 16 15 14 2x4 11 3x4 = Sx6 = 3x4 = 21-0-0 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 0.95 Vert(L) 0.09 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.12 14-15 >999 180 BCLL 0.0 Rep Stress Incr NO W1 0.38 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH I Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. 6-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=331/0-8-0, 2=962/0-8-0, 12=1564/0-8-0 Max Harz 2=250(LC 12) Max Uplift 10=-285(LC 9), 2=-380(LC 12), 12— 668(LC 8) Max Grav 10=390(LC 24), 2=963(LC 23), 12=1564(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1621/1675, 3-4=-131511349, 4-5=-1062/1141, 5-6=-74/264, 6-7=-75/343, 7-8= 107/347, 8-9=-439/1040, 9-10=-581/1107 BOT CHORD 2-17= 1790/1400, 16-17= 1790/1400, 15-16=-1299/1180, 14-15=-1086/1053, 13-14=-608/654, 6-13=-460/585, 10-11=-908/487 WEBS 3-16=-291/554, 4-16— 201/280, 5-15= 58/310, 5-14=-1220/1293, 8-12— 556/806, 8-11= 915/406, 9-11= 259/559, 6-12— 904/1270 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=1I511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 7-10-0, Corner(3) 7-10-0 to 29-6-0, Exterior(2) 29-6-0 to 31-0-0 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 10, 380 lb uplift at joint 2 and 668 lb uplift at joint 12. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE mu--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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-891and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnm Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13113590 1343527-SYNERGY-BAXL- CJ1 Corner Jack 23 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2011 MI I eK Inaustrles, Inc. I nU FeD 1 U9:3b:4/ 2018 rage 1 1 D:q ll8wLVNi6YkTT7fi BJ8h Fyw6EN-260wg KiMuVDT47YzLwjSOHTpcg4K1 P?pJvlxSzpYMg -1-0-0 1-0-0 Scale =1:7.2 3 6.00 FIT 2 m 1 � I 4 LOADING (psf) SPACING- 2-0-0 CSI. r-v-v DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ver1(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-16/Mechanical, 2=168/0-8-0, 4=9/Mechanical Max Harz 2=44(LC 12) Max Uplift 3= 16(LC 1), 2=-113(LC 8) Max Grav 3=21(LC 8), 2=168(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 13CDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & 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 other1live loads. 3) '4This truss has been designed for a 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)' 'efer to girder(s) for truss to truss connections. 5) ProGlde mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ili uplift at joint 3 and 113 lb uplift at jftint 2. I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd, Tampa FL 33610 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-74731 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must 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 oNy. 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, 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. 1 Tampa, FL 33610 Job Truss Truss Type Qry Ply T13113591 1343527-SYNERGY-BAXL- CJ3 Corner Jack 16 1 i Job Reference (optional) Isullaers t-irsrbource, ron Mece, t-L 04e4D 1-0-0 5.00 12 o. IOU S OUP I D cv a rvu I en a luuau lea, Inc. I' lu — I —0- . rage FT7fiBJ8hFyw6EN-Th42JMIEBQb2xaGY12H9dw5GgQeNX08RVGBXYnzpYMd 3 m 1P Scale = 1:11.4 2 ? 1 Q° 4 5x6 = 3-0-0 I 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert( CT) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P I Weight:11 lb FT=20% LUMBER- BRA TOP CHORD 2x4 SP No.3 TOP BOT CHORD 2x4 SP No.3 BOT REACTIONS. (lb/size) 3=65/Mechanical, 2=240/0-8-0, 4=26/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-68(LC 12), 2— 168(LC 8), 4=-37(LC 8) Max Grav 3=65(LC 1), 2=240(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `ghis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where ai rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ibiuplift at joint 3, 168 lb uplift at joint 2,tnd 37 lb uplift at joint 4. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 111I1-7473 rev. 1010312016 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 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. Aclaitlonal 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. Alexandita. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type ty Ply T13113592 1343527-SYNERGY-BAXL- CJ4 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.13u s sep lb zut t MI I ex Industries, inc. Thu Feb 1 09:35:5t zut d rage i I D:gll8wLVNi6YkTT7fiBJ8hFyw6E N-xtdRW imtyjkuYkrkaloOA7eW4p2pGrObkwt44DzpYMc 1-8-5 3.0-0 1-8-5 11-3-11 Scale=1:11.4 2x4 11 6xe = SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.3 *Except` 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No,3 4x6 = 5.00 F12 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.30 Vert(LL) 0.01 3-5 >999 240 MT20 244/190 BC 0.16 Vert(CT) -0.01 3-5 >999 180 WB 0.00 Hori(CT) -0.00 4 n/a n/a Matrix-R I Weight: 13 lb FT = 20% REACTIONS. (lb/size) 3=295/Mechanical, 4=152/Mechanical, 5=41/Mechanical Max Harz 3=72(LC 12) Max Uplift 3=-117(LC 12), 4=98(LC 12) Max Grav 3=295(LC 1), 4=152(LC 1), 5=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. 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; hL, 15fh Cat. II; Exp C; Encl., Mpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 1-8-11, Exterior(2) 0-1-12 to 2-11-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where ai 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 1171b uplift at joint 3 and 98 Ito uplift at joint 4. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473irev. 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 Iricorporate 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 iTe k` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from lntss Plate Institute, 218 N. Lee Street, Suite 312, Mexandita, VA 22314. t Job Truss Truss Type I City Ply T13113593 1343527-SYNERGY-BAXL- CJ5 Corner Jack I 3 1 Job Reference (optional) tsuuaers mrstaource, run riece, rL 04y40 2 ID:q 5-0-0 5-0-0 .VNi6YkTT7fi BJ8hFyw6EN-tGIBxNn7U L_co2?6iAgsFYjjrdZFkiuuCEMB86zpYMa 3 5.00 FIT 4 15 5x6 = Scale = 1:15.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wet[ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.17 2-4 >327 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.16 2-4 >355 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HorY(CT) -0.OD 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P I Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Harz 2=136(LC 12) Max Uplift 3=-131(LC 12), 2=-212(LC 8), 4=-65(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h1 151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "this truss has been designed for a live load of 20.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 131 lb uplift at joint 3, 212 lb uplift at joint 2 and 65 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473mv. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and aCSI 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 T13113594 1343527-SYNERGY-BAXL- CJ11 Corner Jack 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:48 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-W lylugj_foLKhH79vdEhYV03Xc3J3Ue82zfOTuzpYMf 1-0-0 1-0.0 Scale = 1:7.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert (LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HOri(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 3lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 1=41/0-8-0, 2=32/Mechanical, 3=9/Mechanical Max Harz 1=32(LC 12) Max Uplift 1=-7(LC 12), 2=-31(LC 12) Max Grav 1=41(LC 1), 2=32(LC 1), 3=18(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; 0=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord 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 i 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 7 lb uplift at joint 1 and 31 lb uplift at JO`nt 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473irev. 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 parametets 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 tracing 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, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, Fl- 33610 Job Truss Truss Type ty Ply T13113595 1343527-SYNERGY-BAXL- CJ21 Jack -Open 7 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:48 2018 Page 1 I D:q I I8wLVNi6YkTT7fi BJ8hFyw6 EN-W Iylugj_foLKhH79vd EhYVO?zc1 i3U e82zfQTuzpYMf 1-5-13 2-1-8 1-5-13 0-7-11 Scale =1:11.4 4x6 = 4 5.00 F21 2x4 11 1 2 2x4 3 co r N { P � 5 ADEQUATE SUPPORT REQUIRED 2x4 11 6 1-0-12 1-0-12 12-1-8 -0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R I Weight: 10lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 `Except' TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, 3-4: 2x4 SP No.2 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=218/Mechanical, 4=137/Mechanical, 5=23/Mechanical Max Harz 6=51(LC 12) Max Uplift 6=-134(LC 8), 4= 95(LC 12), 5=-47(LC 8) Max Grav 6=218(LC 1), 4=137(LC 1), 5=36(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-315/107 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., Mpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 1-6-3, Exterior(2) 0-1-12 to 2-0-12 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions sho I n; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. j 3) Tftis 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 134 lb uplift at joint 6, 95 ib uplift at joint 4 and 47 lb uplift at joint 5. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Vefez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: 1 February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i Qty Ply I T13113596 1343527-SYNERGY-BAXL- CJ22 Jack -Open iI 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 SUPPORT REQUIRED i 8.130 s Sep lb 2017 Mi I eK Industries, Inc. I nu I-eD 1 My ib:49 2U115 rage 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-?U Wg5OkcQ6TBJRhLTLlw5iY9MON9oxul Hc0_?KzpYMe 2-4-5 3-0-0 2-4-5 0-7-11 4x6 = ,—, Scale = 1:11.4 3x4 11 5.00 12 2 w m d 4x6 5 1-6-0 1 1-6-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFT. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 VeLL) -0.00 3-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Ho (CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R I Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins, 3-4: 2x4 SP No.2 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=327/Mechanical, 4=227/Mechanical, 5=34/Mechanical Max Harz 3=90(LC 12) Max Uplift 3=-125(LC 12), 4— 141(LC 12) Max Grav 3=327(LC 1), 4=227(LC 1), 5=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3= 180/301, 2-3=-256/149 NOIES- 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 Comer(3) 0-1-12 to 2-4-11, Exterior(2) 0-1-12 to 2-11-41zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) FMovide 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 125 lb uplift at Joint 3 and 141 lb uplift at joint 4. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® 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 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 inForporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113597 1343527-SYNERGY-BAXL- CJ31 Corner Jack 1 1 I Job Reference (optional) duuaers I-irsibource, t-ort Piece, FL 34945 I 6.1su s Sep 15 20i7 MI I ek inausmes, Inc. Thu Feb 1 09:35:5u zuiu rage i I D:ql IBwLVNi6YkTT7fi BJ8hFyw6EN-Th42JMIEBQb2xaGY12H9dw5HaQi?XOBRVGBXYnzpYMd 3-0-0 I , - 3-0-0 1 Scale = 1:11.4 2 1 5.00 52 1 3-0-0 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 0.54 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 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-P I Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT 9HORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=117/0-8-0, 2=91/Mechanical, 3=26/Mechanical Max Harz 1=77(LC 12) Max Uplift 1=-28(LC 12), 2=-82(LC 12) Max Grav 1=117(LC 1), 2=91(LC 1), 3=52(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; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where airectangle 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 1 and 82 lb uplift at jaint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual bullding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safely Information available from Truss Plate Insfitrde, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T13113598 1343527-SYNERGY-SAXL- CJ41 Corner Jack 1 1 Job Reference (optional) CWlaers rirsf:iource, rorr niece, rL:i4V45 5.00 FIT 4-6-0 u.I JU s 6ep in zui i Na 1 eK inaustnes, Inc. I nu reD I uumt):nz eui a rage I VNi6YkTT7fiBJ8hFyw6EN-P3Bpj2mVj 1 slAuOwBTJdiLAcfDL6?lekzadecfzpYMb 3 Scale = 1:14.5 O � N 2 1 4 5x6 = 4-6-0 I 14-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.04 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P I Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=298/0-8-0. 4=41/Mechanical Max Harz 2=124(LC 12) Max Uplift 3=-116(LC 12), 2=-122(LC 8) Max Grav 3=127(LC 1), 2=298(LC 1), 4=82(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=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & 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)'1-his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide b mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Iuplift at joint 3 and 122 lb uplift at joint I I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. f 0/03/20f5 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 verlty 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, seeANSIITPI 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 ' T13113599 1343527-SYNERGY-BAXL— D01 Half Hip 1 1 Job Reference (optional) Built B Page 1 :hYzpYMZ :ale = 1:49.1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.90 BC 0.97 WB 0.63 Matrix-SH DEFL. in Vert(LL) -0.25 Vert(CT) -0.44 Horz(CT) 0.06 I (loc) I/dell Lid 8-10 >999 240 8-10 >745 180 7 n/a n/a PLATES MT20 MT20HS Weight: 147lb GRIP 244/190 187/143 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 No.2 I except end verticals. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-9: 2x4 SP No.2 WEBS 1 Row at midpt 4-10, 5-7 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1240/Mechanical, 2=1342/0-8-0 Max Horz 2=366(LC 12) Max Uplift 7=-490(LC 9), 2— 462(LC 12) Max Grav 7=1240(LC 2), 2=1342(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2414/1799, 3-4=-2199/1812, 4-5=-1239/960 BOT CHORD 2-10=-2085/2115, 8-10= 1206/1354, 7-8= 860/1040 WEBS 3-10= 456/747, 4-10= 841/845, 4-8=-289/452, 5-8= 285/567, 5-7= 1412/1178 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; hL 15ft; Cat. II; Exp C; Encl., ©Cpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 27-111-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a',rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 7 and 462 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473'rev. 1e/03/2015 BEFORE USE. Design valid for use only with M1Tek8 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 fabdcatlon, 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. Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T13113600 1343527-SYNERGY-BAXL- DO2 Roof Special 1 1 Job Reference (optional) Builder: 9-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-5,5-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1240/Mechanical, 2=1342/0-8-0 Max Horz 2=334(LC 12) Max Uplift 8=-472(LC 9), 2=-466(LC 12) CSI. DEFL. in (loc) I/dell Ud TC 0.98 Vert(LL) 0.23 2-12 >999 240 BC 0.91 Vert(CT) -0.36 2-12 >908 180 WB 0.87 Horz(CT) 0.06 8 n/a n/a Matrix-SH I 3 Page 1 D_zpYMY ;ale = 1:49.7 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 159 lb FT = 20% TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-3-4 oc bracing. W EBSI 1 Row at midpt 4-12, 7-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2404/2123, 3-4= 2188/2132, 4-5=-1684/1668, 5-6=-1528/1539, 6-7=-1090/1 7-8=-1186/1122 BOT CHORD 2-12= 2411/2105, 10-12=-1502/1392, 9-10= 1010/1090 WEBS 3-12= 457/794, 4-12= 873/811, 4-10_ 360/626, 5-10=-835/834, 6-10=-730/609, 6-9= 898/1014, 7-9=-1377/1482 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., G1;pi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 14-6-01 Corner(3) 14-6-0 to 16-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 8 and 466 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE S Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSi/TPI I Quality Criterla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13113601 1343527-SYNERGY-BAXL-- DO3 ROOF SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 11-0-0 7-6-12 14-6-0 7-6-12 6-11-4 5.00 FIT 13 5x8 3 12 11 16 3x4 = 9.0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:35:56 2018 Page 1 -VNi6YkTT7fiBJ8hFyw6EN-HgRKZPp?nGM BfVkhNJNZtBLEKgZjxwrKuCbrlOzpYMX 18-2-0 23-1-8 1 28-1.0 , 10 3x4 = 14 4x6 = 3x8 = 3x4 = Scale=1:49.9 2x4 II 8 6x8 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL.1 in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(Lll) -0.28 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.49 8-9 >677 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 HOfz(&) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH I Weight: 147lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS , 1 Row at midpt 6-8 REACTIONS. (Ib/size) 8=1240/Mechanical, 2=1342/0-8-0 Max Harz 2=447(LC 12) Max Uplift 8= 710(LC 13), 2= 757(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2407/1230, 3-4=-2191/1248, 4-5= 1914/1107, 5-6=-1700/959 BOT CHORD 2-11=-1411/2107, 9-11=-842/1387, 8-9= 663/1066 WEBS 3-11=-457/578, 4-11— 610/824, 4-9_ 394/699, 5-9=-972/661, 6-9=-415/886, 6-8=-1455/922 i NOVES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-0-11 to 1-11-5, Interior(1) 1-11-5 to 14-6-0, Exterior(2) 14-6-0 toa17-6-0, Interior(1) 18-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and,forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 = I O.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 710 lb uplift at joint 8 and 757 lb uplift at joint 2. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type I city Ply T13113602 1343527-SYNERGY-BAXL- DO4 Roof Special 1 1 Job Reference (optional) dutlaers rnstsource, rorr r-iece, rL 34e4D 1-0-0 7.0-2 1-0-0 7-0-2 1 5x6 = 5.00 12 4x6 = 4 5 6xl2 MT20HS 5- 3 1% 14 D. wV , aeP , D LV r I ,W„ en ,HuuSu,es, ,IIV. Mu rwu , uu.ou— —, O rayw , 6YkTT7fi BJ8hFyw6EN-m 1 ?inlgdYZU2H(JuxOvoPO1Pm EyVgMaT6sKPItzpYM W 20-2-0 24-1-8 28-1-0 4-10-0 3-11-8 3- 1-8 Scale=1:49.9 5x6 = 2x4 II 6 3x4 = 8 m v 2 a1 of 5x6 = 13 12 I11 10 g 2x4 II 3x4 = 5x6 = 3x4 = 6x8 = 7-0-2 13-8-0 15-4J , 20-2-0 28-1-0 7-0-2 6-7-14 1-8-0 1 4-10-0 7-11-0 Plate Offsets (X Y)-- [4:0-3-0 0-2-41,[11:0-3-0,0-3-01 1 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFLI in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.23 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.27 12-13 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH I Weight: 154lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, 3-4,1-3: 2x4 SP No.1 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-6-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0 Max Harz 2=268(LC 12) Max Uplift 9=-434(LC 9), 2=-469(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2459/2233, 3-4=-1689/1660, 4-5=1473/1642, 5-6=-1649/1674, 6-7=-1811/1714 BOT CHORD 2-13=-2370/2155, 12-13=-2371/2150, 11-12=1465/1473, 10-11= 1744/1834, 9-10=-1002/1063 WEBS 3-13=0/308, 3-12=-796/1003, 4-12= 367/394, 5-11=-399/372, 6-11— 523/504, 6-10=-619/793, 7-10= 1012/1062, 7-9=-148211418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) V11ind: 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 Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 13-8-0, Comer(3) 13-8-0 to 15-4-0, Exterior(2) 20-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces &IMW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 9 and 469 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1101031201S BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an inclMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113603 1343527-SYNERGY-BAXL- DO5 Roof Special 1 1 Job Reference (optional) uuiraers Firstsource, Fort Piece, FL 3 945 i 8.i30 s oep 15 2017 rvu i en muusmes, ll i nu Feu i Ua.00ao cu 10 rage I D:ql l8wLVN i6YkTT7fi BJBhFyw6EN-EDY4_5rGltcvupu4VkQ 1 ycQZOeJoPpndLW 4ygJzpYMV 1-0-0 6-0-2 11-8-0 17-410 22-2.0 1-0 0 6-0-2 5-7-14 5-8-0 4-10-0 5-11-0 Scale=1:49.9 5x8 = 5x6 = 4 5 5.00 F12 i 5x6 = 3x8 = 3x4 g 7 1Ea Cl) 14 mj C? 2 I m 1 5x6 = 13 12 11 10 9 8 2x4 I I 3x4 = 3x4 = 3x8 = 3x8 = 3x6 II 6-0-2 11-8-0 17-4.0 22-2-0 28-1-0 6-0-2 5-7-14 5-8-0 4.10-0 5-11-0 Plate Offsets (X,Y)--[4:0-5-4,0-2-41,[5:0-3-0,0-2-41,[9:0-3-8,0-1-81 I LOADING (psf) SPACING- 2-0-0 CS1. Ill in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.18 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.22 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(C7) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH I Weight: 150Ill FT=20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-1 oc bracing. WEBS 1Row atmidpt 7-9 REACTIONS. (lb/size) 8=1240/Mechanical, 2=1342/0-8-0 Max Harz 2=222(LC 12) Max Uplift 8=-437(LC 9), 2— 453(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. l TOP CHORD 2-3=-2482/230113-4= 1890/1793, 4-5=-1643/1744, 5-6— 1834/1740, 6-7=-1877/1759, 7-8=-1180/1122 BOT CHORD 2-13=-2369/2178, 12-13=-2369/2178, 10-12= 1629/1678, 9-10=-1807/1919 WEBS 3-12=-575/824, 4-12= 289/409, 5-10— 250/371, 6-10=-355/407, 6-9=-880/1000, 7-9=-1956/2075 I I NOTES - I) 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., G6pi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterioril 4-11-5 to 11-8-0, 0orner(3) 11-8-0 to 17-4-0, Exterioril 22-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 8 and 453 lb uplift at joint 2. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify destgn parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with WOO 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 genera[ guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inrss 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 T13113604 1343527-SYNERGY-BAXL- DO6 Roof Special 1 1 Job Reference (optional) _ ... _. ..- _ _..._ �, ,..,... a 4K s co.. 1 a 0017 MiTek industries Inc This Feb1 0Q•A-5:-5Q 901A Pana 1 Buiiders rlrsiSource, run riece, rr- Off Y ,.... ., .,..r ,.. .-............. .....__...__I ..._. ...-' -_------- -- -- - -- - - I D:gllBwLVNi6YkTT7fi BJ8hFyw6EN-i P6SCRsu3BkmWzSG2RxGVpzl72bw8GgmaApVM IzpYM U 11-0-0 6-9-6 19-4-0 4 -0-0 20 10-0 28-1-0 6-9-6 9-1-0 3-11-0 Scale=1:49.9 4x6 = 3x4 5x6 = 4 5 6 5.00 12 2x4 �� 3 5x6 = 2x4 II 7 14 8 13 7 I `r 2 I N �1 1 I 5x6 = 12 tt I 10 9 3x8 = 4x6 = 3x8 = 6x8 = 9.8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL.I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.21 2-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.40 2-12 >828 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 HOrz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH I Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0 Max Harz 2=175(LC 12) Max Uplift 9= 439(LC 9), 2= 458(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2388/2245, 3-4=-2079/197114-5= 1881/1880, 5-6- 1814/1804, 6-7=-2012/1801; BOT CHORD 2-12=-2214/2091, 10-12= 1791/2057, 9-10=-1811/1838 I WEBS 3-12=-324/723, 4-12=-543/583, 5-12=-330/316, 5-10= 418/463, 6-1 O=271/454, I 7-10= 65/322, 7-9=-2065/2086 Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) W rid: 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 Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 9-8-0, Corner(3) 9-8-0 to 24-2-0, Exterior(2) 24-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 9 and 458 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MBek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the bullding 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. falxlcatiorL storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T13113605 1343527-SYNERGY-BAXL- DO7 Roof Special 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:01 2018 Page 1 ID:gll8wLVNi6YkTf7fiBJ8hFyw6EN-eoECc7t8bo_UIHcfAszkaE25RrHMcDX31 UlcRezpYMS cale = 1:50.8 °X" — 5x8 = —. 7 5x8 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 TCDL 15.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1240/Mechanical, 2=134210-8-0 Max Horz 2=144(LC 12) Max Uplift 10=-479(LC 13), 2= 433(LC 12) in (loc) I/dell Ud PLATES GRIP 0.2311-13 >999 240 MT20 244/190 -0.51 11-13 >645 180 0.09 10 n/a n/a Weight: 143 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins, i except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2475/2375, 3-4=-2337/2388, 4-5= 2759/2631, 5-6=-2482/2334, 6-7=-1941/1916, 7-8=-2143/1919 BOT CHORD 2-14=-2294/2173, 13-14= 1692/1856, 11-13=-2126/2495, 10-11=-1587/1542 WEBS 3-14=-224/527, 4-14=-580/405, 4-13=-1371/1567, 5-13=-1238/1267, 6-11=-674/7571, 7-11=-290/495, 8-11 =- 177/400, 8-10— 1901/2001 NOTES- 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 8CDL=5.Opsf; h=1 on; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-10-6, Exterior(2) 4-10-6 to 9-6-0, Corner(3) 9-6-0 to 26-2-0, Exterior(2) 26-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redtangle 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 479 Ib uplift at joint 10 and 433 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113606 1343527-SYNERGY-BAXL— D0B Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MITek industries, Inc. Thu Feb 1 09:36:02 2018 Page 1 I D:q I IBwLVNi6YkTT7fi BJBhFyw6EN-6_obgSumM66LNQBrkZUz6SbG6Fh_LcuCG82Az4zpYM R 1-0-0 4-11-2 9.6-0 11 -0 16-8-9 19-11-7 23-4-0 28-1-0 1-0-0 4-11-2 4-6-14 3-10-0 3-4-9 3-2-13 3-4-9 4-9-0 Scale=1:50.5 ■ 46 11 4 5.00 F12 NAILED 6x8 = 3x4 = 3x6 = 5x6 = 3x4 NAILED 5 g 7 NAILED 16 g 3 9 2 N 1n nIo 15 14 13 12 i7 11 18 10 5x6 = 7x10 = NAILED I 2x4 II 6x8 = Sx10 = 3x4 = 6x8 = 46 = 3x12 MT20HS II LUS26 Special NAILED 4-11-2 9-6-0 133 4-0 1611-9 , 19-11-7 23.4.0 28-1-0 4-11.2 4-6-14 3.10-0 3.4-9 3-2-13 3-4-9 4-9-0 Plate Offsets QX Y)-- [2:0-2-5,0-0-9], 15:0-5-4,0-3-41, [8:0-3-0,0-2-4], [9:0-0-0,0-3-11, [9:0-3-10,0-1 0A 01, [11:0-3.8,0-3-121, [13:0-5-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (]cc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(L LI) 0.40 12 >822 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.57 12 >579 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WB 0.85 Horz(C,T) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Weight: 169lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 "Except` 8-9: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=1835/0-8-0, 9=2462/Mechanical Max Harz 2=99(LC 8) Max Uplift 2=-772(LC 8), 9= 1337(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-9 cc bracing. WEBS �I 1 Row at midpt 5-14 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3646/1521, 3-4=-3351/15611 4-5=-3332/1545, 5-6=-6695/3473, 6-7= 6458/3509, 7-8= 4496/2547, 8-9=-4978/2731 BOTCHORD 2-15=-1381/3248, 14-15=-1381/3248, 13-14=-2843/6038, 12-13=-2836/6034, 11-12= 3336/6695, 10-11=-3373/6458, 9-10— 2356/4383 WEBS 3-14=-332/310, 4-14=-1032/2221, 5-14=-3560/1896, 8-10= 893/1799, 7-10=-2463/1210, 5-12=-751/910, 7-11=-457/1175, 6-12= 1561286, 6-11=-685/469 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); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 772 lb uplift at joint 2 and 1337 lb uplift at joint 9. 9) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent at 19-0-12 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (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) 281 lb down and 280 lb up at 23-4-0 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)s Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: Fahruary 1 9f11 R LOAD CASE(S) Standard ® WARNfNG - Yerify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERAmcE PAGE MI1.7473 rev, fom"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 bdidng 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 stablilty 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 T13113606 1343527-SYNERGY-BAXL-"DOB Roof Special Girder 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 8-9= 70, 2-9= 20 Cpncentrated Loads (lb) Vert: 8=-21(8) 10=-281(13) 7= 102(B) 11=-33(B) 16=-102(B) 17= 1137(B) 18— 33(I ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10YO312015 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 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 muss 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 22,114. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113607 1343527-SYNERGY-BAXL- DO9 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4-6-0 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/fPI 1, NAILED 2x4 11 5x8 = 5.00 FIT cK , 2 �1 4x6 = Plate Offsets 11 19 2x4 II NAILED LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 12-14,13-14: 2x4 SP No.3 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 4-14: 2x4 SP No.2 REACTIONS. (lb/size) 8=1316/Mechanical, 2=1431/0-8-0 Max Horz 2=118(LC 8) Max Uplift 8=-770(LC 5), 2= 811(LC 4) 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:04 2018 Page 1 I:gll8WLVNi6YkTT7fiBJ8hFyw6EN-2NwLF8wOujM2ckLEr_XSCtgco3MKpW BVkSXG1 zzpYMP 14-0-0 15-4-0 19-0-0 4-6-0 1-4-0 3-8-0 Scale =1:35.9 TOP CHORD MUST BE BRACED BY END JACKS, 4 6 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. NAILED 2x4 II I 5x8 = dk LED NAILED 4x6 = 2x4 11 6 7 16 2 17 18 4 2x4 II co m 6 N 20 10I 21 22 9 8 5x8 = NAILED 3x4 = 6x8 = NAILED 4-6-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TC 0.81 Vert(LL) 0.19 10 >999 240 MT20 244/190 BC 0.70 Vert(CT) -0.24 9-10 >923 180 WB 0.86 Horz(CT) 0.07 8 n/a n/a Matrix-SH I Weight: 106 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except end verticals. Except: 2-10-0 oc bracing: 3-4, 4-5 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. JOINTS, I 1 Brace at Jt(s): 4 FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2680/1584, 3-4= 3120/1894, 4-5=-3120/1894, 5-6=-2610/1601 BOT CHORD 2-11=-1443/2350, 10-11 =-1 447/2363, 9-10— 1481/2424, 8-9= 1464/2393 WEBS 3-11=-57/348, 3-10=-475/886, 4-10= 577/488, 5-10=-446/806, 5-9=-35/291, 6-8=-2593/1598 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 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 770 lb uplift at joint 8 and 811 lb uplift at joint 2. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (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)1251 lb down and 323 lb up at 5-0-0, and 251 lb down and 323 lb up at 14-0-0 on top chord, and 117 lb down and 125 lb up at 5-0-0, and 117 lb down and 125 lb up at 13-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-5=-70, 5-6= 70, 6-7=-70, 2-8=-20 Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/D32015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and 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 T13113607 1343527-SYNERGY-BAXL- Dog Roof Special Girder 1 1 Job Reference (optional) builaers rlrst5ource, tort Niece, rL 3494b I b.13u s Sep lb zu1 I MI I eK Inausines, mc. i nu reu 1 ue:3b:u4 zuiu rage z gllBwLVNi6YkTT7fiBJ8hFyw6EN-2NwLF8wOujM2ckLEr_XSCtgco3MKpW8VkSXG1 zzpYMP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-204(B) 5=-204(B) 11=-62(B) 9=-82(B) 15=-76(B) 16_ 76(B) 17=-76(B) 18=-76,(B) 19=-26(B) 20=-26(B) 21= 26(B) 22=-26(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mllek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buliding designer must vedty, The appllcabOlty of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113608 1343527-SYNERGY-BAXL- EO1 Hip Girder 1 1 2 Job Reference (optional) Builders Firsttiource, Pon Piece, FL 34945 i 8.130 s Sep 15 2011 MI I ex industries, Inc. Thu Feb 1 09:36:05 201i8 rage i ID:gll8wLVN16YkTT7fiBJBhFyw6EN-XZUjSUwff1 UvEuwQPi2hk4DmeTkoYzOfy6GgaPzpYMO 1-0-0 3-9-2 6-5-0 9-1,1-0 12-7-7 16-4-0 1-0-0 3-9-2 2-7-14 3-6-0 2-8-7 3-8-9 a Scale = 1:28.7 4x6 = Bx14 MT20HS 4 5 5.00 F12 2x4 I I 3x6 3 6 rn C0 7 2 21 J I Ll I I I Li I I I I I I Io es e1 11 10 12 9 13 8 14 15 5x8 = 3x4 = 7x10 HHUS26-2 Bx10 = HTU26 3x8 11 HTU26 412 HGUS26-3 HTU26 3-9-2 7-2-0 9-11-0 12-7-7 16-4-0 3-9-2 3.4.14 2.9-0 2-8-7 3-8-9 Plate Offsets (X,Y)-- [2:0-4-0,0-2-141, [4:0-3-8,0-2-0], [5:0-9-12,0-2-01, [7:0-1-0,0-2-11, [9:0-5-0,Edge], [10:0-5-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.16 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert�CT) -0.27 9-10 >703 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.89 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=7338/0-8-0, 2=4964/0-8-0 Max Horz 2=73(LC 12) Max Uplift 7= 2959(LC 9), 2=-2010(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 10359/4137, 3-4=-10074/4114, 4-5=-11362/4648, 5-6=-11581/4560, 6-7=-13469/5171 BOT CHORD 2-11=-3728/9283, 10-11 =-4015/10061, 9-10=-4185/10867, 8-9=-4618/12114, 7-8=-4618/12114 WEBS 3-11— 254/539, 4-11— 1249/640, 4-10= 1880/4654, 5-10=-543/773, 5-9=-1304/3717, 6-9=-1672/654, 6-8=-662/1980 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. 1 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 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=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a fectangle 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 2959 lb uplift at joint 7 and 2010 lb uplift at joint 2. 10) Use Simpson Strong -Tie HGUS26-3 (20-16d Girder, 8-16d Truss) or equivalent at 7-2-4 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1 Od Truss) or equivalent at 9-1-8 from the! left end to connect truss(es) to back face of bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fahri inni 1 901 R 12) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. C�itjg11j1fjtl 11PM9YPde.19.Parametersand READ NOTES ONTHIS AND INCLUDEDMITEKREFERANCEPAGE Mil-7473..1010312019BEFOREUSE. valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not FDesign 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 wllh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and inks 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, 1 Tampa, FL 33610 Job Truss Truss Type I Qty Ply T13113608 1343527-SYNERGY-BAXL- E01 Hip Girder 1 2 Job Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 a.1su s aep In zuI I rvu i eK muusmes, mc. i iiu reu i uaao.uo cv io rays c D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-XZUjSUwff1 UvEuwQPi2hk4DmeTkoYzOfy6GgaPzpYMO NOTES- 13)oUse Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 15-0-12 from the left end to connect truss(es) to back face of bottom chord. 14) RII all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-7= 70, 2-7=-20 Concentrated Loads (lb) Vert: 10=-4362(B) 12=-2037(B) 13=-1454(B) 14=-1453(B) 15=-1468(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE - Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII 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. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113609 1343527-SYNERGY-BAXL- EO2 Hip Girder 1 1 Job Reference (optional) Builders I-Irstbource, Fort I'IeCe, F-L 34y4b I a.1 JU S aep 10 ZUI t MI t eK IrWUSIrteS, iriu. i nu reu t utnoo:ui eu to raye t I D:gllBwLVNi6YkTT7fiBJBhFyw6EN-TybUtAyvBeldTC4pW749pV18MGJL02axQQlwelzpYMM 1-0-0 5-0-0 11-4-0 16-4-0 17-4-0 1-0-0 5-0-0 6-4-0 5-0-0 1-0-0 Scale = 1:30.2 6x8 — 5x6 = NAILED NAILED NAILED 3 10 11 12 4 5.00 F12 ao N 5 2 1nn 6 °D 166 i nn ss s 9 13 8 14 15 7 ss a 4x6 = 2x4 II NAILED 4x6 = NAILED 3x4 = 4x6 = NAILED 5.0-0 11.4-0 16-4-0 5-0-0 6-4-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.11 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.27 7-9 >700 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1242/0-8-0, 5=1242/0-8-0 Max Horz 2=51(LC 12) Max Uplift 2= 723(LC 4), 5=-723(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2329/1378, 3-4=-2032/1304, 4-5= 2334/1381 BOT CHORD 2-9=-1218/2045, 7-9— 1216/2028, 5-7— 1187/2050 WEBS 3-9= 20/465, 4-7=-27/466 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 1 4) 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 alrectangle 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 723 lb uplift at joint 2 and 723 lb uplift at joint 5. 1 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 1 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 323 lb up at 5-0-0, and 251 lb down and 323 lb up at 11-4-0 on top chord, and 117lb down and 125 lb up at 5-0-0, and 117 lb down and 125 lb up at 11-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-4= 70, 4-6=-70, 2-5=-20 Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 3= 204(F) 4=-204(F) 9=-82(F) 7= 82(F) 10= 76(F) 11= 76(F) 12=-76(F) 13=-26(F) 14= 26(F) 15— 26(F) MTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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 MTek` 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 ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type Cl Ply j T13113610 1343527-SYNERGY-BAXL- EJ1 Monopitch Structural Gable I 5 1 Job Reference (optional) Builders I-Irstbource, tort rlece, I-L 34y4b b.1:1U s 5ep lb ZUI I MI I eK Inausrrles, mc. I nu reD 1 uv:Jb:U/ zuiu rage 1 i6YkTT7fi BJ8hFyw6EN-TybUtAyvBeldTC4pW 749pV I EIGY504LxQQiwelzpYMM 2-8-0 5.00 F12 2 ' 1 5x6 = 3 4 Scale=1:10.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P I Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=50/Mechanical, 2=229/0-8-0, 4=23/Mechanical Max Harz 2=82(LC 12) Max Uplift 3=-57(LC 12), 2_ 120(LC 8) Max Grav 3=50(LC 1), 2=229(LC 1), 4=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; hli 15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TUiss 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) Gable studs spaced at 1-4-0 oc. 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 A 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 57 lb,uplift at joint 3 and 120 lb uplift at joint 2. i Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. IM312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based orgy upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verlty 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 fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113611 1343527-SYNERGY-BAXL- EJ3 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FI , Inc. I nu Feb 1 u9:36:uu zol8 Page 1 J 5 Le?4gbOMj rP2gs 11Xb5e4V UAkzpYM L Scale = 1:11.4 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 0.35 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor2(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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=65/Mechanical, 2=240/0-8-0, 4=26/Mechanical Max Harz 2=89(LC 12) Max Uplift 3_ 68(LC 12), 2=-119(LC 8) Max Grav 3=65(LC 1), 2=240(LC 1), 4=52(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) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) T�is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other'ilive 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 68 lb' uplift at joint 3 and 119 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ®WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1I1-7473 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 property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T13113612 1343527-SYNERGY-BAXL— EJ5 Jack -Open 12 1 � Job Reference (optional) buiiaerS i- rsi6ource, rort rieCe, t-L'J4V4b i b.iou s aep lb zui i IVII I eK Inaustrles, mc. i nu reD 7 uu:Jb:lu ZU1C rage 1 I D:q I18wLVNi6YkTT7fiBJ8hFyw6EN-tXHcV B_nUZ7CKfoOCFesRBwdZUVcDR5060_bFdzpYMJ -1-0-0 I 1 5-0-0 I 5X6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.03 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Horz 2=136(LC 12) Max Uplift 3=-131(LC 12), 2=-124(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:15.5 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 115ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 irectangle 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 131 lb uplift at joint 3 and 124 lb uplift at joint 2. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, IWON2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113613 1343527-SYNERGY-BAXL— EJ6 Jack -Open 11 1 Job Reference (optional) ouimers rlrstbource, tort Piece, t-L 34!J4b LP 2 5.00 FIT 0-0 0.1 Jv S Oep I D Zv I I IVII I UK IIIUU701e0, IIIG. 11 IU reu I Vy:JO: I r Cv I o rdgJ I 18wLVN i6YkTT7fi BJ8hFyw6EN-AtCGzb4Agi?Cgkgk6DGV DcipjltUMbgQjzAS?jzpYMC 5 3 4 Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 vert(LL) -0.05 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.10 2-4 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P I Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=178/Mechanical, 2=354/0-8-0, 4=54/Mechanical Max Horz 2=155(LC 12) Max Uplift 3=-156(LC 12), 2=-129(LC 8) Max Grav 3=178(LC 1), 2=354(LC 1), 4=109(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; MWFRS (envelope) and C-C Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9-41one; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a (rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3 and 129 lb uplift at joint 2. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and Inks systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply - I T13113614 1343527-SYNERGY-BAXL— EJ7 Jack -Open 23 1 Job Reference (optional) buiiaerS rlrSibource, ron rlece, rL 04e40 0 tl.l Ju soap 10 euI t rvll I eK lnuusule5, inu. i nu reu i uu;Jo;eu eu I o rdye I I D:ql I8wLVNi6YkTT7fi BJ8hFyw6EN-aSuOcc637dNnXBZJnLpCrFKMbW gbZyZsPxP7cl zpYM9 7-0-0 5.00 FIT I 5 2 Scale = 1:20.6 3 n o 6 6� 5x6 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.I in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LLI) 0.14 2-4 >552 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.20 2-4 >396 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACIN'G- TOP CHORD 2x4 SP No.1 TOP CHORD �I Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CH RD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical Max Harz 2=182(LC 12) Max Uplift 3=-164(LC 12), 2=-139(LC 12) Max Grav 3=206(LC 1), 2=405(LC 1), 4=125(LC 3) 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gripe DOL=1.60 2) T),1is 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 164 lb uplift at joint 3 and 139 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorp6rate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlilongl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse vAih 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. Safely Intormation available from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA 22314. I Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113615 1343527-SYNERGY-BAXL- EJ31 Jack -Open 1 1 i Job Reference (optional) fsuuaers rlrslsource, r-on niece, r-L 34y4b 2 5x6 = 5.00 F12 8.13U S Sep 1 b ZUI / MI I eK inausines, Inc. I nu re0 1 Uy:3tl:uu zui t3 rage i ID:q118wLVNi6YkTT7fiBJ8hFyw6EN-PLjElsz9jF?LjVDBeX6dvwNao471 U-rEtkE1jAzpYMK 3 4 Scale=1:12.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL.I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 2-4 >911 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.04 2-4 >990 180 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: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CH i RD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=94/Mechanical, 2=265/0-8-0, 4=33/Mechanical Max Harz 2=105(LC 12) Max Uplift 3=-90(LC 12), 2=-182(LC 8), 4=-46(LC 8) Max Grav 3=94(LC 1), 2=265(LC 1), 4=65(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- i, 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 j 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other livelloads. 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 90 lb uplift at joint 3, 182 lb uplift at joint And 46 lb uplift at joint 4. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE M11-7473 rev, 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building destgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113616 1343527-SYNERGY-BAXL- EJ32 Jack -Open Girder I 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 4x6 = ;. Thu Feb 1 09:36:10 2018 Page 1 FesR8woyUWADR5060_bFdzpYMJ Scale=1:11.4 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(C I) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix-P I Weight:11 lb FT=20% i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=85/Mechanical, 3=185/Mechanical, 1=153/0-4-0 I Max Harz 1=77(LC 8) Max Uplift 2=-79(LC 8), 3=-123(LC 4), 1= 82(LC 5) it FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., G�,pi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 i 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 79 lb uplift at joint 2, 123 lb uplift at joint 3 and 82 lb uplift at joint 1. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD GASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-203(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply i T13113617 1343527-SYNERGY-BAXL- EJ51 Jack -Open 2 1 I Job Reference (optional) Builders FirstSource, Fort Pie Thu Feb 1 09:36:11 2018 Page 1 rNaly95_LToCtgSyuLXL2j8n3zpYM I Scale=1:16.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.05 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 2-4 >683 180 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 I Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=172/Mechanical, 2=347/0-8-0, 4=53/Mechanical Max Harz 2=151(LC 12) Max Uplift 3=-151(LC 12), 2= 128(LC 8) Max Grav 3=172(LC 1), 2=347(LC 1), 4=105(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=15it Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live oads. 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) P,rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb upi ift at joint 3 and 128 lb uplift at joint 2. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® 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 on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage, For general 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply i T13113618 1343527-SYNERGY-BAXL- EJ52 Monopitch Girder 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x4 = I 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. j in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.12 1-3 >504 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.17 1-3 >367 180 BCLL 0.0 Rep Stress ]nor NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P l Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, BOT CHORD 2x6 SP M 26 j except end verticals. WEBS 2x4 SP No.3 BOTCH Rigid ceiling directly applied or 7-7-7 oc bracing. REACTIONS. (lb/size) 1=881/0-8-0, 3=1157/Mechanical IRD Max Harz 1=132(LC 8) Max Uplift 1=-429(LC 8), 3=-673(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 1 and 673 lb uplift at joint 3. 6) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 1-9-1 from the left end to connect truss(es) to front face of bottom chord. 7) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 3-8-12 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4= 275(F) 5=-1296(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M1F7473 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 brining 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, DS8-89 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 I T13113619 1343527-SYNERGY-BAXL EJ53 Jack -Open 3 1 Job Reference (optional) 9 ADEQUATE 3x4 = SUPPORT REQUIRED 0.I3u S aep 10 euI t NII I eK Inaustries, Inc. I nu reD 1 wo:36:13 2u1u rage T 'kTT7fiBJ8hFyw6EN-16yl8D1 gmUVnB7XytNBZ3mYDThTNQoggoLCFsxzpYMG 3-2-0 3 5.00 F12 m 0 5x6 4 0 6 Scale = 1:16.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.10 2-4 >558 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.09 2-4 >650 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 17lb Ff = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5: 2x4 SP No.3 REACTIONS. (lb/size) 1=219/Mechanical, 3=138/Mechanical, 4=81/Mechanical i Max Harz 1=123(LC 12) Max Uplift 1= 63(LC 12), 3= 99(LC 12), 4= 20(LC 12) Max Grav 1=219(LC 1), 3=138(LC 1), 4=93(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. j 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., CaCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1;60 plate grip DOL=1.60 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. I 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1, 99 lb uplift at joint 3 and 20 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. ° Design valid for use only with MReko connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113620 1343527-SYNERGY-BAXL- EJ54 Jack -Open 1 1 Job Reference (optional) Builders Firstsource, Fort Piece, FL 2x4 = is, Inc. Thu Feb 1 09:36:14 2018 Page 1 idepG69R5ioc_5Ri5l L9ERzl?yo00zpYMF M Scale=1:14.1 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.14 1-7 >393 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CTi) 0.12 1-7 >468 180 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P I Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. 2-3: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=207/0-8-0, 4=44/Mechanical, 5=163/Mechanical Max Harz 1=108(LC 12) Max Uplift 1=-63(LC 12), 4=-36(LC 12), 5= 72(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-7=-143/354 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Vjind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-4-0 to 3-0-0, Exterior(2) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 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 63 lb uplift at joint 1, 36 lb uplift at joint 4 and 72 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- VerW desfgn parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1-7473 rev. 10/03&015 BEFORE USE Design valid for use only with MITek® connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrkation, 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 T13113621 1343527-SYNERGY-BAXL- EJ55 Monopitch Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 5-0-0 ' 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:14 2018 Page 1 118wLV Ni6YkTT7fi BJBhFyw6EN-ml W 7LZ1 IXndepG69R5ioc_5PJ5rK9F4zl ?yoOOzpYM F 2x4 II 3x4 = i 2x4 11 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. , in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL)', 0.06 1-3 >871 240 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 1-3 >694 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=628/0-8-0, 3=74 1 /Mechanical Max Horz 1=117(LC 8) Max Uplift 1=-344(LC 8), 3=-499(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale:3/4°=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL,=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 1 and 499 lb uplift at joint 3. 6) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 2-5-1 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 7) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 3-0-12 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-307(F) 5=-655(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE Design valid for use only with Mllek® connectors. This design Is based orgy upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI 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 T13113622 1343527-SYNERGY-BAXL- EJ56 Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 5x6 = 1 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:15 2018 Page 1 I D:gliewLVNi6YkTT7fiBJ8hFyw6E N-EU4VYv2w151 U RQhL_oD 18BdcHV9dui W 7FfhMwgzpYME Scale=1:14.1 1-4-0 0-8-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.08 6-7 >657 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.09 6-7 >603 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 3-4: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=103/Mechanical, 2=319/0-8-0, 6=90/Mechanical Max Horz 2=120(LC 12) Max Uplift 5=-84(LC 12), 2=-137(LC 8), 6=-17(LC 12) Max Grav 5=103(LC 1), 2=319(LC 1), 6=111(LC 3) 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 Comer(3)-1-0-11 to 1-4-0, Exterior(2) 1-4-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) '*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 5, 137 lb uplift at joint 2 and 17 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113623 1343527-SYNERGY-BAXL- E,161 Jack -Open 7 1 I Job Reference o tional nulluers rastaource, t-orr I Sx6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(ILL) 0.04 3 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.03 3 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-9,6-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=78/Mechanical, 2=360/0-8-0, 5=168/Mechanical Max Horz 2=155(LC 12) Max Uplift 4=-53(LC 12), 2=-126(LC 8), 5=-68(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-298/186 BOT CHORD 2-9=-422/277, 3-8=-98/281, 7-8=-505/323, 6-7=-272/178, 3-6=-306/485 5- :. I hU Feb 1 09:36:18 2018 Page 1 vgwnkmq F6di8H524ZydwOX9zpYM B Scale=1:17.1 0 Y PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 53 lb uplift at joint 4, 126 lb uplift at joint 2 and 68 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® {YARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE ' Design valid for use only with MfrekO connectors. This design Is based only upon parameters shown, and is for on Individual bullding component- not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtualion, 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. I Tampa, FL 33610 Job Truss Truss Type city Ply T13113624 1343527-SYNERGY-BAXL- FG1 Flat Girder 1 2 Job Reference (optional) cunoers Nrsiaource, 1­011 rlece, rL J4`J40 4-0-2 6xB = 1 23 22 3x6 11 4x6 = 46 = 2 24 3 25 21 20 46 = 4x6 = tl.IJu s 6ep lb 2uI I MI I ex inausines, Inc. I nu r-eD 1 u9:J6:22 zul6 rage 1 Vi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQrl f59sFuDgwzpYM7 Scale = 1:57.9 6x12 MT20HS = 8x14 MT20HS = 2x4 11 5x8 = 7x108 = = 4x6 = 6x8 = E6 4 P7 5 28 6 29 7 30 I 31 32 33 34x6 4 9 35 10 36 11 II 12 19 18 17 I 16 15 14 13 5x12 = 5x6 = 5x12 = 2x4 I I 5x12 = 6x12 MT20HS = 5x8 = 3x4 11 it THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS (ESSENTIAL. 4-0-2 7-6-12 11-3-4 , 14-3-8 _, 17-1-13 20-0-3 23-0-7 26-8-15 4-0-2 3-6-10 3-8-8 3-0-4 2-10-6 2-10-6 , 3-0-4 1 3-8-8 Plate Offsets (X,Y)-- [1:0-4-0,0-3-121, 14:0-7-0,0-5-01, [5:0-4-0,0-2-81, [8:0-5-0,0-4-81, [13:0-4-0,0-2-01, [14:0-6-0,0-3-41, [17:0-4-12,0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL); -0.25 15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT), -0.58 14-15 >468 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD BOT CHORD 2x4 SP No. i 'Except' 18-22: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 "Except' 1-22,11-12,4-19,8-15: 2x8 SP 240OF 2.0E 10-13,9-14,3-20,2-21,7-16,5-18,6-17: 2x4 SP No.3 REACTIONS. (lb/size) 22=1066/0-7-4, 19=8393/0-8-0, 12=3215/0-4-0 Max Horz 22=-61(LC 6) Max Uplift 22=-1796(LC 4), 19= 1972(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-1020/1720, 1-2=-81/2869, 2-3=0/5128, 3-4=-130/11040, 4-5=-130/11040, 5-6=-4758/0, 6-7=-4758/0, 7-8=-12978/0, 8-9= 12978/0, 9-10= 11658/0, 10-11= 7623/0, 11-12=-3112/0 BOT CHORD 21-22=-335/189, 20-21=-2869/81, 19-20=-5128/0, 18-19- 2640/44, 17-18= 2640/44, 16-17=0/9723, 15-16=0/9723, 14-15=0/11840, 13-14=0/7623, 12-13=0/645 WEBS 4-19=-2073/897, 8-15= 1685/0, 11-13=0/7389, 10-13=-2427/0, 9-14=-1621/0, 10-14=0/4702, 3-19=-7302/2880, 1-21=-2729/0, 3-20=-179/1529, 2-21=0/891, 2-20- 4497/288, 7-15=0/3553, 5-19=-9329/131, 7-17= 5613/0, 5-17=0/7921, 6-17=-1192/467, 9-15=0/1312 1E PLATES GRIP MT20 244/190 MT20HS 187/143 ' Weight: 397 lb FT = 20% Structural wood sheathing directly applied or 5-8-14 oc purlins, except end verticals. Rigid ceiling directly applied or 5-4-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1796 lb uplift at joint 22 and 1972 lb uplift at joint 19. Load case(S) 4, 5, 6, /, 8, 9, 12, 13, 1b, 16, 11, l8, 19, 2U, 21, 22, 23, 24,'L/, 28, 29, 3u, 31, 32 nas/nave Deen modltleci. Joaquin Velez PE No.68182 Mi7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fahruary 1 9f11R Q&tWd0wM _leslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113624 1343527-SYNERGY-BAXL— FG1 Flat Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:22 2018 Page 2 I ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQr1 f59sFuDgwzpYM7 NOTES- 10)41anger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 582 lb down and 422 lb up at 0-3-10, 636 lb down and 496 lb up at 2-0-12, 636 lb down and 496 lb up at 4-0-12, 636 lb down and 496 lb up at 6-0-12, 543 lb down and 412 lb up at 8-0-12, 551 lb down and 444 lb up at 10-0-12, 551 lb down and 213 lb up at 12-2-4, 551 lb down and 255 lb up at 14-2-4, 551 lb down and 255 lb up at 16-2-4, 551 lb down and 244 lb up at 18-2-4, 551 lb down and 202 lb up at 20-2-4, 551 lb down and 162lb up at 22-2-4, 551 lb down and 138 lb up at 24-2-4, 551 lib down and 124lb up at 26-2-4, 551 lb down and 103 lb up at 28-2-4, 551 iP down and 99 lb up at 30-2-4, 551 lb down and 99 lb up at 32-2-4, and 960 lb down at 24-10-0, and 960 lb down at 20-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) II Vert: 1-11=-70, 12-22= 20 Concentrated Loads (lb) Vert: 1=-582 10— 551 2=-636 7=-551 5=-551 23=-636 24=-636 25_ 543 26=-551 27=-551 28=-551 29= 551 31=-551 32=-551 34=-551 35=-551 36=-551 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (plf) Vert: 1-11=47, 19-22=28, 12-19= 10 Horz: 1-22=24 Concentrated Loads (lb) Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 19-22=28, 12-19= 10 Harz: 1-22= 35 Concentrated Loads (lb) Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30_ 960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 19-22=18, 12-19=-20 Horz: 1-22-47 Concentrated Loads (lb) Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25--112 26=444 27=213 28=255 29=244 30= 960(F) 31 =1 62 32=138 33=-960(F) 34=124 35=103 36=99 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (plf) j Vert: 1-11=3, 19-22=18, 12-19= 20 Harz: 1-22=-12 Concentrated Loads (lb) Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25-412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62 32=138 33=-960(F) 34=124 35=103 36=99 8) Dead +0.6 MWFRS Wind (Pos. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 12-22=-10 Harz: 1-22=14 Concentrated Loads (lb) Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 12-22= 10 Harz: 1-22=-30 Concentrated Loads (lb) Vert: 1=402 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29'=199 30— 960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Qniform Loads (plf) Vert: 1-11=3, 12-22= 20 Harz: 1-22=37 Concentrated Loads (lb) Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62 32=138 33=-960(F)34=124 35=103 36=99 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 12-22=-20 Harz: 1-22=-7 Concentrated Loads (lb) Vert: 1=422 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-960(F) 31 =1 62 32=138 33— 960(F) 34=124 35=103 36=99 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 19-22=9, 12-19= 20 Horz: 1-22=36 Concentrated Loads (lb) Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30= 720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 19-22=9, 12-19=-20 Horz: 1-22=-9 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/0=015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/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, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss We Qty Ply T13113624 1343527-SYNERGY-BAXL- FG1 Flat Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 S Sep 15 2017 MI I eK industries, Inc. i nu t-eD 1 uu:3ti:22 2U18 rage 3 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr?9018JfFeVnVjhvmrgwgQkVJQr1 f59sFuDgwzpYM7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28= 67 29=158 30=-720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Hniform Loads (plf) Vert: 1-11=-35, 12-22� 20 Horz: 1-22=28 Concentrated Loads (lb) Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30= 720(F) 31=97 32=79 33= 720(F) 34=68 35=53 36=50 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 12-22=-20 Horz: 1-22= 5 Concentrated Loads (lb) Vert: 1=289 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30=-720(F) 31=97 32=79 33= 720(F) 34=68 35=53 36=50 19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase) 1.60 Uniform Loads (plf) Vert: 1-11=47, 19-22=28, 12-19=-10 Horz: 1-22=24 Concentrated Loads (lb) Vert: 1=-282 10= 355 2=-331 7=-352 5= 243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29=-350 30= 960(F) 31=-355 32=-358 33— 960(F) 34=-361 35=-365 36=-355 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 19-22=28, 12-19= 10 Horz: 1-22= 35 Concentrated Loads (lb) Vert: 1=-28210=-355 2=-331 7=-352 5= 243 23= 331 24— 331 25=-309 26_ 314 27=-327 28=-243 29=-350 30= 960(F) 31=-355 32=-358 33=-960(F) 34=-361 35=-365 36=-355 1 21) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 19-22=18, 12-19=-20 Horz: 1-22=47 Concentrated Loads (lb) Vert: 1=-262 10=-311 2= 286 7=-307 5=-198 23=-286 24— 286 25=-264 26=-270 27=-283 28=-198 29=-305 30= 960(F) 31=-310 32=-313 33=-960(F) 34=-317 35=-320 36=-311 22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1-11=3, 19-22=18, 12-19=-20 Horz: 1-22=-12 Concentrated Loads (lb) Vert: 1=-262 10=311 2= 286 7=-307 5= 198 23=-286 24=286 25=-264 26= 270 27=-283 28=-198 29=-305 30=-960(F) 31=-310 32= 313 33=-960(F) 34= 317 35=-320 36=-311 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 12-22=-10 Horz: 1-22=14 Concentrated Loads (lb) Vert: 1— 282 10= 355 2= 331 7=-352 5=-243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29= 350 30=-960(F) 31=-355 32= 358 33=-960(F) 34=-361 35=-365 36= 355 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 12-22= 10 Horz: 1-22= 30 Concentrated Loads (lb) Vert: 1=-282 10— 355 2=-331 7=-352 5=-243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29— 350 30=-960(F) 31= 355 32=-358 33=-960(F) 34=-361 35= 365 36— 355 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Incre6se=1.60 Uniform Loads (plf) Vert: 1-11=3, 12-22=-20 Horz: 1-22=37 Concentrated Loads (lb) Vert: 1=-262 10=-311 2=-286 7=-307 5=-198 23=-286 24= 286 25=-264 26=-270 27=-283 28=-198 29=-305 30=-960(F) 31=-310 32=-313 33=-960(F) 34=-317 35=-320 36=-311 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 12-22=-20 Horz: 1-22=-7 Concentrated Loads (lb) Vert: 1= 262 10= 311 2=-286 7=-307 5=-198 23_ 286 24=-286 25=-264 26=-270 27=-283 28=-198 29= 305 30=-960(F) 31=-310 32= 313 33= 960(F) 34=-317 35=-320 36=-311 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 19-22=9, 12-19=-20 Horz: 1-22=36 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building 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.fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T13113624 1343527-SYNERGY-BAXL— FG1 Flat Girder 1 2 Job Reference (optional) builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:22 2018 Page 4 ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-Xr990IBJfFeVnVjhvmrgwgQkVJQrl f59sFuDgwzpYM7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1= 419 10=437 2=455 7=-434 5=-353 23— 455 24=-455 25=-399 26=406 27J 16 28=-353 29=433 30=-720(F) 31=-437 32=439 33=-720(F) 34=-441 35=-444 36=437 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Inc ease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 19-22=9, 12-19= 20 Harz: 1-22=-9 Concentrated Loads (lb) Vert: 1=-419 10— 437 2=-455 7=434 5=-353 23= 455 24=455 25=-399 26=-406 27= 416 28=-353 29=-433 30= 720(F) 31=-437 32=439 33=-720(F) 34= 441 35= 444 36=437 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11 _ 35, 12-22= 20 Horz: 1-22=28 Concentrated Loads (lb) Vert: 1=-419 10=-437 2= 455 7=434 5= 353 23= 455 24= 455 25=-399 26=406 27=4116 28=-353 29= 433 30=-720(F) 31=-437 32=439 33— 720(F) 34=-441 35— 444 36=-437 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 12-22=-20 Harz: 1-22=-5 Concentrated Loads (lb) Vert: 1=419 10_ 437 2= 455 7=434 5= 353 23= 455 24=-455 25— 399 26=-406 27=4116 28= 353 29=433 30=-720(F) 31= 437 32=439 33=-720(F) 34=-441 35=-444 36=437 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with Mlfek® connectors. fits design Is based ody 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 bulding 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 8CSI 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 T13113625 1343527-SYNERGY-BAXL- FG2 Flat Girder 1 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:24 2018 Page 1 ID gll8wLVNi6YkTT7fiBJ8hFyw6EN-TD7vR_9ZBsuDOpt4OBu8?5V4B76KVZdSKZNMpzpYM5 4-1-4 7-9-0 11.4-12 14-3-3 17-1-10 20-0-1 22-10-8 26-6-4 30-2-0 34-3-4 4-1-4 3-7-12 3-7-12 2-10-7 2-10-7 2-10-7 2-10-7 3-7-12 3-7-12 4-1-4 LUS26 LUS26 6x12 MT20HS = Scale=1:57.9 5x8 = 4x6 = LUS26 5x8 = 8x14 MT20HS = 2x4 11 I 5x8 = 7x10 = 4x6 = 4x6 = 8x10 = 1 23 2 24 325 26 4 27 5 28 6 29 7 30 8 31 932 33 10 84 11 22 21 20 19 5x6 = 5x12 = 1 2x4 11 5x8 = 6x12 MT20HS = 5x8 = 3x6 II 3x4 11 4x6 = 4x6 = 6x8 = I THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4-1-4 7-9-0 11-4-12 I I 11 -4 14-3-3 17-1-10 20-0-1 i 22-10-8 26 6-4 30-2-0 34-3-4 4-1.4 3-7-12 3-7-12 0- -8 2-7-15 2-10-7 2- 0-7 2-10-7 3-7-12 3-7-12 4-1-4 Plate Offsets (X Y)-- [3:0-3-8,0-2-8], [4:0-7-0,0-4-12], [5:0-4-0,0-2-8], [8:0-5-0,0-4-8], [11:0-5-0,0-4-4], [13:0-4-0,0-2-0], [14:0-6-0,0-3-4], [17:0-4-12,0-2-8], [i 8:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL.' in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.38 14-15 >721 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.57 14-15 >474 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 392 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.1 'Except` except end verticals. 18-22: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.2 *Except' 1-22,11-12: 2x8 SP 240OF 2.0E 4-19,5-18,6-17,7-16,8-15,3-20,2-21,10-13,9-14: 2x4 SP No.3 REACTIONS. All beatings 11-7-4 except Gt=length) 12=0-6-0. (lb) - Max Harz 22=-61(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 22=-450(LC 4), 12=-2434(LC 5), 19=-3663(LC 5), 21= 762(LC 5), 20= 863(LC 1) Max Grav All reactions 250 lb or less at joint(s) 20 except 22=569(LC 1), 12=5299(LC 1), 19=8486(LC 1), 19=8486(LC 1), 21=1279(LC 1) FORCES. Ob) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22— 545/482, 1-2=-478/1128, 2-3— 1650/3817, 3-4= 4701/10842, 4-5=-4701/10842, 5-6=-4525/1819, 6-7=-4525/1819, 7-8=-11827/5235, 8-9=-11827/5235, 9-10_ 11407/5241, 10-11 =-7736/3721, 11-12=-5195/2416 BOT CHORD 20-21=1128/478, 19-20= 3817/1650, 18-19=-2688/1312, 17-18=-2688/1312, 16-17=-3830/8933, 15-16=-3830/8933, 14-15=-5309/11553, 13-14= 3721l7736, 12-13=-328/656 WEBS 4-19= 2067/1009, 5-19_ 8941/3716, 5-17=-3432/7909, 6-17=-11651518, 7-17=-4834/2206, 7-15= 1541/3174, 8-15=-1290/622, 3-19— 7452/3240, 1-21= 1273/572, 3-20=-444/1771, 2-21=-754/604, 2-20— 2853/1252, 11-13=-3583/7478, 9-15=0/290, 10-13=-2400/1229, 9-14=-1305/606, 10-14=-1621/3913 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-3-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 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=15ft;1 Cat. 11; Exp C; Encl., Joaquin Velez PE No.68182 GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cert 6634 5) All plates are MT20 plates unless otherwise indicated. 6804 Parke East Blvd. Tampa FL 33610 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: 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 February 1,2018 will fit between the bottom chord and any other members. ® 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 MIIek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �' a Iniss 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* III 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 Qry Ply T13113625 1343527-SYNERGY-BAXL- FG2 Flat Girder 1 2 Job Reference (optional) Hullders Flfstbource, Fort NIeCe, I-L 34945 NOTES- 8) P_rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 4E uplift at joint 21 and 863 lb uplift at joint 20. 9) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-1 Od Truss, Single Ply Girder) or equivalent s connect truss(es) to front face of top chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated I at 0-3-10, 543 lb down and 412 lb up at 8-0-12, 551 lb down and 444 lb up at 10-0-12, 551 lb down and 255 lb up at 16-2-4, 551 lb down and 259 lb up at 18-2-4, 551 lb down and 272 lb up at 24-2-4, 551 lb down and 299 lb up at 26-2-4, 551 lb down and 339 lb up at 28-2-4, 32-2-4 on top chord. The design/selection of such connection device(s) is the responsibility c 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:25 2018 Page 2 18wLVNi6YkTT7fi BJ8hFyw6EN-xQhHf KACxAo4ezSGauPNY12FxXSZEOtbZD6tHFzpYM4 lb uplift at joint 22, 2434 lb uplift at joint 12, 3663 lb uplift at joint 19, 762 lb at 2-0-0 oc max starting at 2-0-12 from the left end to 6-0-12 to id(s) 2696 lb down and 871 lb up at 33-11-10, 582 lb down and 422 lb up down and 213 lb up at 12-2-4, 551 lb down and 255 lb up at 14-2-4, 551 up at 20-2-4, 551 lb down and 283 lb up at 22-2-4, 551 lb down and 290 d 551 lb down and 377lb up at 30-2-4, and 551 lb down and 377lb up at LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (Ib) Vert: 1= 582 11=-2100(F) 5=-551 7= 551 2=-636(F) 10=-551 23=-636(F) 24=-636(F) 25--543 26=-551 27=-551 28=-551 29=-551 30=-551 31=-551 32= 551 33=-551 34= 551 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generalguidanceregarding the fabdcatlon, 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 T13113626 1343527-SYNERGY-BAXL- FG3 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 1 8.130 s Sep 15 2017 MI I eK Industries, Inc. I nu heD 1 u9:36:26 2u18 Page 1 1 D:q I18wLVNi6YkTT7fi BJ8hFyw6EN-PcFfsgBgiT8xF60SBcwc5W aU FwxJzVckntsRphzpYM3 2-10-8 7.0-8 11-2-8 14-1-0 2-10 8 4-2.0 4-2-0 2-10-8 i 2x4 11 I 4x6 = 4x6 = Scale=1:28.9 1 4x6 = i3 24x6 = 14 15 3 16 17 4 18 19 5 I �I II I II MO = I 10 I 8 o7x10= 9 v 3x8 = 11 7 12 6x8 = 2x4 II 2x4 11 6x8 = 0 v LOADING (psf) SPACING- 2-0-0 CS]. DEFL. ' in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.07 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 124lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 2-11,4-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2x4 SP No.3 *Except* 1-12,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 12=1420/0-3-8, 6=1939/0-3-0 Max Uplift 12=-670(LC 4), 6=-1157(LC 4) Max Grav 12=1420(LC 1), 6=1967(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1383/675, 1-2= 1068/514, 2-3=-1726/909, 3-4=-1726/909, 4-5=-1239/729, 5-6=-1933/1162 BOT,CHORD 2-10— 1177/630, 9-10— 527/1099, 8-9=-743/1265, 4-8= 1358/871 WEBS 1 -1 0=-805/1668, 2-9=-483/799, 3-9=-878/544, 4-9=-211/592, 5-8= 1130/1917 NOTES- 1) Wand: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 Ib uplift at joint 12 and 1157 Ib uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 284 Ib down and 133 Ib up at 2-1-4, 256 Ib down and 153 Ib up at 4-1-4, 275 Ib down and 170 Ib up at 6-1-4, 294 Ib down and 212 Ib up at 8-1-4, 277 Ib down and 283 Ib up at 10-1-4, and 449 Ib down and 338 Ib up at 12-1-4, and 456 Ib down and 338 Ib up at 13-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 11-12=-20, 8-10=-20, 6-7= 20 Concentrated Loads (lb) Vert: 13= 256 14=-256 15=-256 16=-256 17= 256 18_ 423 19= 430 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. W103/2015 BEFORE USE. Design valid for use only with MlTek® 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 brining 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/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, Alexancift VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13113627 1343527-SYNERGY-BAXL- GO3 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:28 2018 Page 1 YM1 5x6 = 2x4 II LUS26 7x10 = 2x4 II 5x6 = I I ' 5-0-0 14.1-0 4-1-0 5-0-0 Plate Offsets (X,Y)--[2:0-3-1,0-0-91,[3:0-5-12,0-2-81,[5:0-5-12,0-2-81,[6:0-3-1,0-0-91,[9:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.! in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.18 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.19 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 94lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1546/0-8-0, 6=1230/0-8-0 Max Harz 2= 52(LC 13) Max Uplift 2=-1158(LC 4), 6=-919(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3081/2284, 3-4=-3010/2306, 4-5— 3010/2306, 5-6=-2253/1669 BOT CHORD 2-10= 1993/2726, 9-10— 2026/2770, 8-9_ 1457/1981, 6-8=-1448/1976 WEBS 3-10=-496/650, 3-9=-425/442, 4-9= 297/210, 5-9=-862/1230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip D�OL=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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1158 lb uplift at joint 2 and 919 lb uplift at joint 6. 7) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 6-10-4 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 323 lb up at 5-0-0 on top chord, and 117 lb down and 125 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7— 70, 2-6— 20 Concentrated Loads (lb) Vert: 3= 204(F) 10= 82(F) 11=-721(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ®WARNING - Vedly des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity 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 fabricatlort 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 i T13113628 1343527-SYNERGY-BAXL- GO4 Roof Special Girder I 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 S Sep 15 2017 MI I eK industries, Inc. I nu Fe0 1 09:36:29 2018 Page 1 3YkTT7fiBJ8hFyw6EN-q BwoU hDi?OW V6a11 pkTJ i8C?D8vOAzrBTr45QOzpYMO 1-8-0 ale = 1:21.4 m co LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.38 BC 0.62 WB 0.32 Matrix-SH DEFL.II Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.12 10-11 >999 240 -0.10 10-11 >999 180 -0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 55lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. REACTIONS. (lb/size) 9=675/Mechanical, 2=830/0-8-0 I Max Harz 2=97(LC 8) Max Uplift 9= 529(LC 9), 2= 611(LC 8) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1429/1186, 3-4=-1264/1118, 4-5=-1353/1186, 5-6=-1120/1019, 6-7=-1189/1068, BOT CHORD 2-12=-1090/1224, 11-12=-1123/1264, 10-11=-1063/1184, 9-10=-974/1109 WEBS 3-12=-331/389, 4-11=-395/305, 5-11= 212/291, 6-10=-229/277, 7-9= 1197/1068 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) PLovide adequate drainage to prevent wafer 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 529 lb uplift at joint 9 and 611 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 124 lb up at 3-0-0 on top chord, and 174 lb down and 215 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-7=-70, 7-8= 70, 2-9= 20 Concentrated Loads (lb) Vert: 3=-18(B) 5— 80(B) 6=-80(B) 12= 174(B) 10= 26(B) 13=-24(B) 14=-26(B) 15= 13(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSII-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. Tempe, FL 33610 Job Truss Truss Type Qty Ply T13113629 1343527-SYNERGY-BAXL. GO5 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 0 5-10-0 6-6-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:30 2018 Page 1 18wLVNi6YkTT7fiBJBhFyw6EN-INUAi1 EKmieMkkKENS_YFMI2RYDLvLAKVgeySzpYM? 18-2-0 Scale: 318'=1' 11 s Io s e s 5x6 = 11 9 2x4 11 8 II 3x4 = 3x8 = 6x8 = i 7 I 6 5-10-0 10.4-8 I I II 12-4- 18-2-0 5-10-0 4-6-8 1-11-80 5-10.0 Plate Offsets (X Y)-- [3:0-5-4 0-2-4] [4:0-3-4 0-2-41, [5:Edge,0-0-21, [6:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.15 2-9 >808 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.08 5-6 >879 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 HOfz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 75lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. REACTIONS. All bearings 8-1-0 except Qt=length) 2=0-8-0, 7=0-3-8. (lb) - Max Horz 2=66(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 5, 7 except 2= 436(LC 8), 6=-437(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5, 7 except 2=598(LC 23), 6=909(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-723/1208 BOI CHORD 2-9=-942/583, 7-9=-966/590, 6-7=-966/590, 5-6= 80/285 WEBS 3-9=-537/231, 3-6=-738/1327, 4-6= 476/665 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 Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 18-2-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 100 lb uplift at joint(s) 5, 7 except Qt=lb) 2=436, 6=437. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braying 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 T13113630 1343527-SYNERGY-BAXL- HJ3 Diagonal Hip Girder li 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -5-0 2x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:31 2018 Page 1 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.' in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.02 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Scale =1:11.2 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% LUMBER- BRACWG- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=75/Mechanical, 2=255/0-10-15, 4=38/Mechanical Max Horz 2=99(LC 4) Max Uplift 3=-62(LC 8), 2= 219(LC 4), 4=-53(LC 4) Max Grav 3=78(LC 35), 2=255(LC 1), 4=76(LC 3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) T.Ns truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live;ioads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except Qt=lb) 2=219. ' 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4= 20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE Mf1-7473 rev. 4=015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability' of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13113631 1343527-SYNERGY-BAXL- HJ5 Diagonal Hip Girder 5 1 Job Reference (optional) Riiilrlem M-tQni CnA Diu CI 9AaAG 3x4 = O —A c 0— 1 C n1117 KM7i 1. Inn Th„ Cnk 1 nn.vc­ ­18 Page 1 T2JYnzpYLy Scale=1:15.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.I I) in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L 0.23 2-4 >346 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.53 Vert(CT) -0.19 2-4 >425 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=226/Mechanical, 2=425/0-10-15, 4=85/Mechanical Max Horz 2=145(LC 4) Max Uplift 3=-171(LC 4), 2= 351(LC 4), 4=-99(LC 5) Max Grav 3=226(LC 1), 2=425(LC 1), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=1bit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) T�is 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) Pjovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=171,2=351. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=49(F) 6=53(B) 8=-12(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 4032015 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, ereclion and bracing of trusses and truss system% seeANSI/TPI1 Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type Qty Ply T13113632 1343527-SYNERGY-BAXL- HJ6 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:36 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-6XrRz415MYOW SfnNji5yVd?8AyFUJAOD4QHz96zpYLv -4 -0 4.2-3 5-5-0 8-2-4 1-5-0 4-2-3 1.Y 2-9-4 Kiwi Pn Scale=1:19.8 Io 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.26 2-6 >361 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.31 2-6 >299 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=129/Mechanical, 2=427/0-10-15, 6=335/Mechanical Max Harz 2=164(LC 4) Max Uplift 4=-130(LC 4), 2= 273(LC 4), 6=-335(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-432/276 BOT CHORD 2-6= 345/399 WEBS 3-6=-463/401 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=130, 2=273, 6=335. 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=-70, 2-5=-20 Concentrated Loads (lb) Vert: 7=98(F-19, B=49) 9= 120(F=-60, 13 -60) 12= 41(F= 21, B=-21) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® 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 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 bracfng MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and tracing of misses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13113633 1343527-SYNERGY-BAXL- HJ31 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 -=J--% 1-5-0 2x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:32 2018 Page 1 D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Emcx7j FbIJu4z2UcUtl OKngVyLOzNOYdApJIOLzpYLz 5-1-8 5-1-8 Scale =1:12.9 NAILED 3 NAILED I 6 to 3.54 2 NAILED 5 c n i 5-1-8 7 NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 2-4 >912 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.06 2-4 >918 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical, 2=335/0-11-5, 4=54/Mechanical Max Harz 2=114(LC 4) Max Uplift 3=-151(LC 8), 2=-293(LC 4), 4=-82(LC 4) Max Grav 3=179(LC 1), 2=335(LC 1), 4=101(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; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Tbis 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) PFovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=151, 2=293. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25') toe, -nails per NDS guidlines. I 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=49(B) 6=-58(F) 7— B(F— 4, B=-4) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6004 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,10.7473 rev, 1010312015 BEFORE USE. Design valid for use oNy with MffekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and, BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113634 1343527-SYNERGY-BAXL- HJ51 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:34 2018 Page 1 ID: gil8wLVNi6YkTT7fiBJ8hFyw6EN-ABkhYPHrgx8oDLe?cH3UPCwgV9aGrHiwd7os4EzpYLx 1-5.0 4-0-12 5-2-8 7-11-7 1-5-0 4-0-12 1-1-12 2-8-15 Scale = 1:17.5 NAILED 4 NAILED 10 9 3,54 F12 NAILED 2x4 NAILED 3 8 NAILED NAILED 7 1 6' 11 12 13 14 6 p• �, NAILED NAILED NAILED NAILED NAILED NAILED 5 3x6 = 3x4 = 7-11-7 17-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)I 0.17 2-6 >539 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.26 2-6 >346 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH I Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. WEBS 2x4 SP No.2 I REACTIONS. (Ib/size) 4=120/Mechanical, 2=411/0-10-15, 6=310/Mechanical Max Horz 2=161(LC 4) Max Uplift 4=-123(LC 4), 2=-251(LC 4), 6=-252(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-401/259 BOT CHORD 2-6=-314/369 WEBS 3-6_ 428/364 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DW=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rect i ngle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 4=123, 2=251, 6=252. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 2-5=-20 Concentrated Loads (lb) Vert: 7=98(F=49, B=49) 9= 28(B) 10— 68(F) 13=-13(13) 14=-23(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03J2015 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 indk;ated 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, seeANSUTPI I Quality Criteria, DSB-89 and, BCSI Building Component 6904 Parke East Blvd. Safety Information available. from Truss Plate Inslltute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ' T13113635 1343527-SYNERGY-BAXL- HJ52 Diagonal Hip Girder 1 1 Job Reference (optional) Buuaers Firstoource, Pori Piece, FL 34945 3.i3u s Sep 15 zui / IMI I ex inausmes, Inc. Thu Feb 1 09:36:35 zui a rage 1 I D:q l l8wLVNi6YkTT7fiBJ8hFyw6EN-eL13111TbEGfgVDB9?ajyPS_NZxYak23snXPcgzpYLw -1-5-0 5-0-12 7-0-2 1-5-0 5-0-12 1-11-6 4 Scale=1:16.9 NAILED I� 3.54 F12 NAILED 10 Y 0 NAILED 3x6 = ° NAILED N g 3 cv 2 6 o 3 5 0 1 I o 1 �. 11 8 12 7 p NAILED 2x4 I NAILED 8x10 = NAILED NAILED 3x4 = ' 5-0-12 ' - 7-0-2 5-0-12 I 1-11-6 Plate Offsets (XY)-- [3:0-2-110-1-7][6:0-1-120-0-01,[7:0-1-12,0-0-01 I LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)j -0.05 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.10 6 >756 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT') 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=154/Mechanical, 2=390/0-10-15, 5=139/Mechanical Max Horz 2=145(LC 4) Max Uplift 4=-114(LC 8), 2=-178(LC 4), 5=-32(LC 8) Max Grav 4=154(LC 1), 2=390(LC 1), 5=188(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/107 BOT CHORD 2-8— 165/392, 7-8=-165/392, 3-6=-393/165 I NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=114, 2=178. 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).i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-7= 20, 3-6=-20, 5-6=-20 Concentrated Loads (lb) Vert: 9=98(F=49, B=49) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--7473 rev, 10/0312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom 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 insfllute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113636 1343527-SYNERGY-BAXL— K01 Roof Special 1 1 ' Job Reference (optional) ouuuers rn-brauutce, rori Piece, r-L 34945 1 8.130 s Sep 15 2ul / MI I etc industries, Inc. Thu Feb 1 09:36:3/ 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-bjPpAQJj7sW N4pMaHQdB1 gXLCMfA2XPMJ40WhYzpYLu 1-0-0 3-8-0 6-6-0 7 4-0 8-0-0 10-2-0 12-11-0 1-0-0 3-8-0 2-10-0 0-`10-0 0-8-0 2-2-0 2-9-0 Scale=1:24.7 4x6 = 4x6 = 4 5 6 4x6 = 3x4 11 7 5.00 F12 16 Ll 3x8 3 0 N O C0 13x12 N B 10 9 2x4 11 3x6 = Im MT.20HS = 4x6 = 3x4 = A' Q 6• G 12 2x4 = 15 Sx6 = 3x4 11 2x4 — 3.8-0 6-6-0 7-4-0. B-0-0 , 10-2-0 12-11-0 3-8-0 2-10-0 1 0-10-0 0-8-0 1 2-2-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. I (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.0in 9 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT), -0.08 10-11 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) -0.05 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc puldins, BOT CHORD 2x4 SP No.2 *Except* I except end verticals. 3-12: 2x6 SP No.2, 13-14,14-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=662/0-8-0, 15=554/Mechanical Max Harz 2=163(LC 12) Max Uplift 2=-236(LC 12), 15=-214(LC 9) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-962/1115, 3-4=-887/1017, 4-5=-791/1035, 5-6=-888/1099, 8-15=-554/598 BOT CHORD 2-12=-1260/816, 10-11=-2125/1359, 9-10=-1009/791, 8-9=-1082/875 WEBS 3-10= 648/1177, 5-9— 258/335, 6-9= 291/276, 6-8— 883/1121 NOJES- 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 Corner(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 6-6-0, Comer(3) 6-6-0 to 7-4-0, Exterior(2) 8-0-0 to 12-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=236, 15=214. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO-7473 rev. 10/012015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indlvlduai 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 MiTek Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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, Alexandtla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T13113637 1343527-SYNERGY-BAXL- KO2 Roof Special Girder 1 1 Job Reference (optional) owiueia nwrouu"u, rUl r r1UUV, rL O9U90 5.00 ri2 3x6 3 0. 1 JU 5 aep 10 ZU I I IVII 1 eK Inuustries, Inc. I nu r-eD 1 uv:Jb:Je ZUl a rage 1 gll8wLVNi6YkTT7fiBJ8hFyw6EN-X6Xab6L_eTn5J6WyOrff6Fdh6AFgW PifnOVdmRzpYLs 8-10-0 , 9-6-0 , 10-2-0 , 12-11-0 0-8-0 ' 0-8-0 ' 2-9-0 Scale: 1/2"=1' 4x6 = NAILED NAILED 4x6 = NAILED NAILED 5 18 6 7 4x6 = 2x4 11 3x6 = 3x6 8 19 20 9 4 15 I 6x8 = 12 WO= 14 21 13 3x4 = NAILED 3x4 = G 6 I 17 16 NAILED G 6, 3x4 = 3x6 = 2x4 11 1-4-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. I in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.14 14-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT)I -0.18 14-15 >836 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(CTj 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 4-16,8-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1072/Mechanical, 2=974/0-8-0 Max Harz 2=128(LC 27) Max Uplift 10= 535(LC 5), 2=-447(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1522/681, 3-4=-3040/1510, 4-5=-2026/1007, 5-6=-1920/969, 6-7=-1968/982, 7-8=-1510/756, 8-9=-1452/730, 9-10=-905/488 BOT CHORD 2-17=-669/1288, 16-17=-141/282, 4-15=-574/1083, 14-15=-1527/2957, 13-14=-958/1920, 12-13=-929/1866 WEBS 4-14=-1210/680, 5-14=-111/414, 6-13=-72/292, 7-12=-683/345, 9-12=-808/1607, 3-17=-893/499, 15-17= 674/1285, 3-15=-753/1493 11 22 23 2x4 I I 10 NAILED 6x8 = NAILED 12-11-0 2-9-0 PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20% Structural wood sheathing directly applied or 3-1-1 oc purlins, except end verticals. Rigid ceiling directly applied or 4-7-15 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=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL='1.60 3) 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 100 lb uplift at joint(s) except Qt=lb) 10=53512=447. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 Ib down and 226 lb up at 5-0-0 on top chord, and 184 lb down and 100 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5_ 70, 5-6=-70, 6-7= 70, 7-9=-70, 2-16= 20, 12-15=-20, 10-11=-20 IW. 9 6 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 10/0312015 BEFORE USE. -- Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional:temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and 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. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113637 1343527-SYNERGY-BAXL— K02 Roof Special Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5= 123(F) 6— 68(F) 14=-172(F) 13=-61(F) 18=-68(F) 20= 56(F) 21=-61(F) 22=-1 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:39 2018 Page 2 IIBwLVNi6YkTT7fiBJ8hFyw6EN-X6Xab6L_eTn5J6WyOrff6Fdh6AF9W PifnOVdmRzpYLs 23— 76(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 apd BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply T13113638 1343527-SYNERGY-BAXL- L01 Common Girder 1 1 Job Reference (optional) Builders rusiSource, Pori Piece, FL 34945 1 D. 1 OV S Oep 10 4V 1 / 1- I er\ II IU LiS GS, II IV. I IVa .V V: cv i V rage , I D•,q I18wLVNi6YkTT7fi BJBhFyw6EN-xhDi D8Nsx09fAaFX3zCMkuFFONPIjse5TMkHMmzpYLp 4-1-0 8-2-0 4-1-0 I 4-1-0 Scale = 1:16.3 4.6 — 2 5.00 FIT 3 1 IT 0 �. 5 4 6 4 �• 4, NAILED 2x4 I NAILED 3x4 = NAILED 3x4 = 4-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.I in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.03 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CI) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=637/0-8-0, 3=637/0-8-0 Max Horz 1=36(LC 12) Max Uplift 1= 226(LC 8), 3=-226(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1022/346, 2-3— 1022/346 BOT CHORD 1-4=-275/872, 3-4=-275/872 WEBS 2-4=-153/568 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. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; 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 lives 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) except Qt=lb) 1=226, 3=226. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 70, 2-3— 70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-199(B) 5=-199(B) 6=-199(B) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® 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 M1TekO connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to 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 tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS13-89 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 T13113639 1343527-SYNERGY-BAXL- LO2 Hip Girder 1 1 Job Reference (optional) uullders FlrstSource, Fort Piece, FL 34945 5.130 s Sep 15 20i I nru i etc inuusmes, urc. mu reu i ua:a5:•+4 eu io rdye i I D:g118wLV Ni6YkTT7fi BJ8hFyw6EN-u3KTeq P6T? P NPuPwBOFgpJ Kc_BBBBpnOwgDORezpYLn 1-0-0 3-0-0 5-2-0 1 8-2-0 9-2-0 1-0-0 3-0-0 2-2-0 I 3-0-0 1-0-0 Scale =1:19.8 3x4 = 4x6 4 4x6 5.00 12 3 I 11 10 m aD 6 2 7 I6 1 I s s ° c 2x411 2x411 6 e' 2x4 = 2x4 = 3-0-0 5-2-0 8-2-0 3-0-0 2-2-0 3-0-0 Plate Offsets (X,Y)-- 14:0-2-0,Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL.I in (foe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(C1) 0.01 6 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 Structural wood sheathing directly applied or 6-0-0 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 i REACTIONS. (lb/size) 2=453/0-8-0, 6=453/0-8-0 Max Horz 2_ 44(LC 32) Max Uplift 2= 279(LC 4), 6=-278(LC 5) Max Grav 2=456(LC 19), 6=455(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-550/388, 3-5=-449/386, 5-6=-549/387 BOT CHORD 2-9= 315/455, 8-9=-309/445, 6-8— 318/456 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=1 ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) P,tovide 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 livelloads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=279, 6=278. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 107 lb up at 3-0-0, and 98 lb down and 107 lb up at 5-1-4 on top chord, and 40 lb down and 72 lb up at 3-0-0, and 40 lb down and 72 lb up at 5-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-4= 70, 4-5= 70, 5-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 9= 16(F) 8=-16(F) 10=-2(F) 11= 2(F) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss 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. i Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113640 1343527-SYNERGY-BAXL- N01 Roof Special 1 1 Job Reference (optional) tSUllaers rlrsibource, rori Mece, rL 64y4b , 0.13U s aep I zU1 I NII I OK Inousines, mc. I nu reo 1 uv:Ja:4a zUla rage i I D:q118wLVNi6YkTT7fiBJ8hFyw6EN-MGurr9PkEJXE11 z615m3MWtbibQ5w71X9Kyxz5zpYLm 7-0-8 1 12-3-8 14-1-0 7-0-8 1 1 5-3.0 1-9-8 4x6 = 2x4 11 5.00 F12 3 4 3x6 11 2 8 8x10 i 1 d 6 a 6X8 = I a 73x6 II 5.00 F12 Sx8 Scale=1:66.0 7-0-8 1 7-0-8 Plate Offsets (XY)-- [1:Edge 0-3-81 [5:0-2-15 Edge1 I LOADING (psf) SPACING- 2-0-0 CS]. DEFL. I in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT1) -0.18 5-6 >903 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 3-4: 2x4 SP No.2 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 2x4 SP No.3 WEBS I 1 Row at midpt 4-5, 3-6, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 I Max Horz 7=258(LC 12) Max Uplift 7= 102(LC 12), 5=-380(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-563/72611-2— 538/521, 2-3=-561/904 BOT CHORD 6-7=-633/206 WEBS 1-6=-272/439, 2-6=-507/957, 3-6=-1266/724, 3-5=-595/918 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., Wpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=102, 5=380. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERANCE 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 WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 T13113641 1343527-SYNERGY-BAXL-"NO2 Roof Special 1 1 Job Reference (optional) hunters Firstbource, I -on niece, rL 3494b a.73V S Jep IO eU I I IYII I UK IIIUVSaleS, 111U. MU reU I VU;00-/ — 10 (kTT7fi BJBhFyw6EN-IeObGrR?mwnyGL7VsW oXRxyx5O5ZOI _gceR2 14-1-0 7-0-8 1 5-3-0 4x6 = 2x4 11 5.00 12 3 4 3x6 11 8 2 I 6 6x8 = 5 73x6 I 5.00 12 6x8 Scale = 1:66.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) I -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT), -0.18 5-6 >903 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 118 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, 3-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 1 Row at midpt 4-5, 3-6, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Horz 7=258(LC 12) Max Uplift 7=-102(LC 12), 5=-380(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 1-7=-563/74411-2=-538/543, 2-3=-561/926 BOT CHORD 6-7— 594/206 WEBS 1-6=-353/439, 2-6=-507/972, 3-6=-1241/724, 3-5=-595/1175 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., GOpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 12-3-8, Corner(3) 12-3-8 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 1 5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=102, 5=380. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify deslgn parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev. 10/ 3/2015 BEFORE USE Design valid for use only with Mllek® 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 WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and, BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113642 1343527-SYNERGY-BAXL-"NO3 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8x' 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:48 2018 Page 1 1 D:ql I8 W LV Ni6YkTT7fi BJ8h Fyw6EN-mra_U BSdXEvpuVihQEJm_9V600Ra7Xe_rl BbaQzpYLj 73x6 II 5.00112 l 5x8 Scale =1:61.7 7-0-8 1 7-0-8 Plate Offsets (X Y)-- [1:Edge 0-3-8] [3:0-3-0 0-2-4] [5:0-2-15,Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 5-6 >904 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH I Weight: 115lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 3-4: 2x4 SP No.2 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. WEBS 2x4 SP No.3 WEBS I 1 Row at midpt 4-5, 3-6, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Horz 7=244(LC 12) Max Uplift 7=-106(LC 12), 5=-342(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-563/72411-2= 535/516, 2-3=-539/884 BOT CHORD 6-7— 635/207, 5-6=-321/225 WEBS 1-6=-266/432, 2-6=-465/927, 3-6= 12221679, 3-5=-582/941 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 Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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) 7, 5 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=106, 5=342. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll--7473 rev. 10/012015 BEFORE USE, Design valid for use only Win MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type city Ply T13113643 1343527-SYNERGY-BAXL- NO4 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2x4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:50 2018 Page 1 I D:gll8wLVNi6YkTT7fi BJ8hFyw6EN-i DikvtTt3r9X8ps4XeLE3aaZwc6pbOPH IcgielzpYLh 7 5.00 Ff2 5 5x8 5x8 N d) N Scale=1:57.3 7-0-8 14-1-0 7.0.8 7-0-8 Plate Offsets (X,Y)--[3:0-3-0,0-2-4],[5:0-2-15,Edge],(7:0-2-15,Edge] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Verl(LL) 1 -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT), -0.18 . 5-6 >916 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) -0.04 5 rda n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 113lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 1 Row at midpt 4-5, 2-7, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Horz 7=198(LC 12) Max Uplift 7=-126(LC 12), 5=-302(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7= 133/300, 2-3=-454/630 BOT CHORD 6-7=-864/446, 5-6=-531/355 WEBS 2-7— 634/649, 2-6=0/283, 3-6=-719/417, 3-5= 604/979 NOTFES- 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 Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Idads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=126, 5=302. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, Sulte 312, Alexandria, VA 22314. i Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113644 1343527-SYNERGY-BAXL- NO5 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:51 2018 Page 1 M. 6-7-12 1 1 7-5-4 63x6 II V vV 3x6 II N C6 N Scale=1:52.3 7-0-8 1 14-1-0 7-0-8 7-0-8 Plate Offsets (X Y)-- [1:Edge 0-2-81[2:0-8-12 0-2-121 i LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. II in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 1 -0.09 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT)I -0.18 4-5 >935 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 103 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, 2-3: 2x6 SP No.2 j except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. WEBS 2x4 SP No.3 WEBS i 1 Row at midpt 3-4, 3-5 REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0 Max Horz 6=148(LC 12) Max Uplift 6=-140(LC 12), 4— 292(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6— 562/762, 1-2=-540/566, 2-3=-412/668, 3-4=-559/797 BOT CHORD 5-6=-453/144 WEBS 1-5=-323/442, 2-5=-346/586, 3-5=-859/523 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., G£pi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=140, 4=292. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not �' a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deilvery, 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. I Tampa, FL 33610 I Job Truss Truss Type Oty Ply T13113645 1343527-SYNERGY-BAXL- NO6 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x4 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:52 2018 Page 1 I D:gll8wLVNi6YkTT7fiBJ8hFyw6EN-fcpUJZV7bTPFN6OSf3Oi8?fgvPoS3NwZmw9pjBzpYLf 4-7-12 7-0-8 14-1-0 4-7-12 2-4-12 7-0-8 5.00 12 5x6 = 2x4 11 8 , 3x6 = 75x8 i I 5 3x6 11 N d) N Scale = 1:47.4 Plate Offsets (X Y)-- [2:0-3-0 0-2-4] [7:0-2-15 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL)I -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 5-6 >932 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 j except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-8 oc bracing. WEBS 1 1 Row at micipt 4-5, 2-7, 4-6 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Harz 7=105(LC 12) Max Uplift 7= 165(LC 9), 5=-286(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-164/367, 2-3= 502/652, 3-4=-502/653, 4-5=-560/706 BOT CHORD 6-7=-615/376 WEBS 2-7=-602/536, 2-6=-315/426, 3-6=-450/573, 4-6=-788/598 NO'5ES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f(; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 4-7-12, Exterior(2) 4-7-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=165, 5=286. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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. I Tampa, FL 33610 Job Truss Truss Type city Ply T13113646 1343527-SYNERGY-BAXL- NO7 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:36:56 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-XN3?9wYeehwgskJDuvSelrgWsOAY?1 t9hY70syzpYLb 2-7-12 7-0-8 14-1-0 2 4-4-12 1 7-0-8 5.00 FIT 5x8 — 2x4 11 I 3x6 — Scale=1:42.7 — 1 — 2 3 g 4 3x, i 5 83x6 I I 3x6 11 N C6 N 2-7-12 7-0-8 14-1-0 2-7-12 4-4-12 7-0-8 Plate Offsets (X Y)-- 12:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSL' DEFL. I in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL)'1 -0.10 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.20 5-6 >836 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH I Weight: 104lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticafs. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS. (lb/size) 8=621/0-3-0, 5=621/0-3-0 Max Horz 8=59(LC 12) Max Uplift 8=-205(LC 9), 5=-275(LC 9) I FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-600/62311-2=-285/295, 2-3=-602/632, 3-4= 601/633, 4-5=-558/631 BOT CHORD 6-7= 371/259 ! WEBS 1-7— 390/477, 2-7= 440/454, 2-6= 458/517, 3-6=-483/608, 4-6=-721/678 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 Corner(3) 0-1-12 to 2-7-12, Exterior(2) 2-7-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 20.0psf 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. 1 5) Bearing at joint(s) 8, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=20515=275. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must 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 rn► �� 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 avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610, Job Truss Truss Type Oty Ply T13113647 1343527-SYNERGY-BAXL- N08 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:00 2018 Page 1 I D:gllBwLV Ni6YkTT7fi BJBhFyw6EN-081 W? I b9iwO6KLd?71XaTg_CZdXvxrGIc95E?jzpYLX Q 7-12 7-2-10 14-1-0 -7-1 6-6-14 6-10-6 5.00 12 5x6 = 2x4 11 2 s 4 118'll 3x6 = Scale=1:37.8 3x6 11 7-0-8 14.1.0 7-0-8 7.0-8 Plate Offsets (X,Y)-- [2:0-3-0,0-2-4], [7:0-2-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ' in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL)I -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT)I -0.18 5-6 >905 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORD 2x4 SP No.2 i except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Harz 7=9(LC 8) Max Uplift 7=-246(LC 8), 5=-261(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-760/674, 3-4=-791l713, 4-5=-561/592 WEBS 2-7= 700/726, 2-6=-666/777, 3-6=-541/672, 4-6=-771/854 NOTES- 1) U@balanced 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 Corner(3) 0-1-12 to 0-7-12, Exterior(2) 0-7-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=246, 5=261. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only wilh MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabilily 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 fabrlcailon, 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 ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113648 1343527-SYNERGY-BAXL-"Nog Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:04 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJehFyw6EN-IwY1 rfefm9wYpywmMbcW dW 9tOFvztdSKXn3S8UzpYLT 7-0-8 14-1-0 7-0-8 7-0-8 3x6 = 2x4 11 3x6 = Scale: 3/8"=l' 1 7 2 a, 3 N m N 6 I 3x6 11 3x6 I I LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.83 BC 0.41 WB 0.96 Matrix-SH DEFL. I in Vert(LL)I -0.09 Vert(CT), -0.20 Horz(CT) 0.07 I (loc) I/defl Ud 5-6 >999 240 5-6 >848 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHOI D Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0 Max Uplift 6=-257(LC 8), 4=-257(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-562/58411-2= 1048/915, 2-3— 1048/915, 3-4=-562/584 WEBS 1-5= 953/1086, 2-5=-561/697, 3-5=-953/1086 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 MI fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=257, 4=257. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the 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 MiYek° 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 T13113649 1343527-SYNERGY-BAXL- N10 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:07 2018 Page 1 I D:ql l8wLV Ni6YkTT7fi BJ8hFyw6EN-iVD9ThgY24l6gQfL1 j9DF9nMxSwZ44pnDI H61 pzpYLQ 7.0-8 14-1-0 7-0-8 7-0-8 f 2x4 11 5x6 = Scale=1:28.0 3x6 11 3x6 11 7-0-8 7-0-8 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 1 0.13 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.23 5-6 >705 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.14 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS , REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0 Max Uplift 6=-257(LC 8), 4=-257(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-562/585, 1-2=-1571/1371, 2-3=-1571/1371, 3-4=-562/585 WEBS 1-5=-1385/1579, 2-5=-549/686, 3-5= 1385/1579 Structural wood sheathing directly applied or 3-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-5, 3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 MI fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=257, 4=257. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 applicability of design parameters and property Incorporate lhis design Into the overall design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* building prevent Is always requ red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcatlom storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T13113650 1343527-SYNERGY-BAXL- N11 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MITek Industries, Inc. Thu Feb 1 09:37:11 2018 Page 1 I D:g118wLVNi6YkTT7fi BJ8hFyw6EN-bGTgJ2k261 pY91 z6GZE9P7y9y3KmOwmM8N FJuazpYLM 4-4-10 7-0.8 9.8.6 14-1-0 4-4-10 2-7-14 1 2-7-14 4-4-10 5.00 12 46 — Scale = 1:30.5 3x6 11 1 3x6 11 4-4-10 7-0.8 9-8-6 14-1-0 4-4-10 2-7-14 2-7-14 4-4-10 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) I 0.08 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT)i -0.08 8 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.41 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 82 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-1-10 oc pudins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0 Max Harz 10=22(LC 12) Max Uplift 10= 215(LC 12), 6=-215(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -1 0=-585/618,1-2= 950/976, 2-3=-1298/1376, 3-4=-1298/1407, 4-5=-950/960, 5-6=-585/637 BOT CHORD 8-9=-1206/1099, 7-8=-1125/1099 WEBS 1-9=-1062/1029, 2-9= 780/938, 3-8=-781/798, 4-7=-780/921, 5-7= 1042/1029 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 Comer(3) 0-1-12 to 4-4-10, Exterior(2) 4-4-10 to 7-0-8, Comer(3) 7-0-8 to 9-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber, DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=215, 6=215. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cori 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M iTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13113651 1343527-SYNERGY-BAXL- N12 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:12 2018 Page 1 I D:q II8wLVNi6YkTT7fi BJ8hFyw6EN-3S12W OkgtcxPmBYIgGIOyCU EXTXnIJ_W M 1 ?tQ 1 zpYLL 2-3-2 7-0-8 11-9-14 14-1-0 2-3-2 4-9-6 4-9-6 2-3-2 5x6 = 5.00 F12 3x6 = 5x8 — 1 \\ Sx8 = 3x6 4 — 5x8 3x8 - 5.00 12 11-9-14 7 3x8 Scale =1:30.5 LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TO 0.82 BC 0.79 WB 0.67 Matrix-SH DEFL: in Vert(LL) 0.24 Vert(CT) 0.22 Horz(CT) -0.15 (loc) I/defl Ud 8-9 >685 240 8-9 >749 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc puffins, 2-3,3-4: 2x4 SP No.1 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-5-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0 Max Horz 10=41(LC 12) Max Uplift 10=-447(LC 8), 6=-447(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 616/1821, 1-2=-584/1836, 2-3=-1372/3486, 3-4=-1372/3537, 4-5=-584/1775; 5-6=-616/1761 BOT CHORD S-9=-1969/712, 7-8=-1740/712 WEBS 1-9=-2569/812, 2-9=-749/1779, 2-8=-1238/569, 3-8=-2125/657, 4-8=-1393/569, • 4-7= 749/1691, 5-7=-2485/812 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 115fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 2-3-2, Exterior(2) 2-3-2 to 7-0-8, Corner(3) 7-0-8 to 11-9-14 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWIFRS 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. I 6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ll ; uplift at joint(s) except (jt=lb) 10=44716=447. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 1111TEK REFERANCE PAGE MI1-7473'rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB,89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TIL135 Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113652 1343527-SYNERGY-BAXL- N13 Roof Special 1 1 Job Reference (optional) Builders I-IrstSource, Fort HGCe, FL:3494b ts.lsu s bep 1 b zut I MI I eK inausmes, Inc. i nu 1-eD i ux,jI:ta zuia rage i I DI.gl l8wLV Ni6YkTT7fi BJBhFyw6EN-XfbRkkl Iew3GOL6UO_GdVQ 1 PW ttmUojfbhkQyTzpYLK 5x6 = 2 9 7-0-8 Scale =1:30.7 4A0 — 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.44 5-6 >372 240 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.40 5-6 >411 180 BCLL NO Rep Stress Incr YES WB 0.57 Horz(CT) -0.15 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 1-6,34 2x6 SP No.2 REACTIONS. (lb/size) 6=613/0-3-0, 4=613/0-3-0 Max Horz 6=-58(LC 13) Max Uplift 6=-415(LC 9), 4=-415(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6= 595/1081, 1-2=-1429/2850, 2-3— 1429/2850, 3-4= 595/1081 WEBS 2-5=-1633/601, 3-5— 2144/1113, 1-5=-2144/1113 N PLATES GRIP MT20 244/190 Weight: 76 lb Fr = 20% TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 1 1 Row at midpt 3-5, 1-5 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) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 7-0-8, Exterior(2) 7-0-8 to 13-0-8 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=415, 4=415. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIF7473 rev. 101OZ2015 BEFORE USE Design valid for use only with MITek®conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not W1, 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 ge6erai guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13113653 1343527-SYNERGY-BAXL- N15 Roof Special 3 1 Job Reference (optional) Builders Firsts0urce, tort HMO, FL 34g4b 1-0-8 5.00 FIT 4x6 g 2 1 84x6= "" JU S I D:q'I1BwLV Ni6YkTT7fi I 4x6 = 3 10 11 I 7 6x8 = 5.00 FIT 15 LUl / IVII I UK If1UU5U1eb, MG. I HU reU I U`J:J/: 14 eU 16 raye I Fyw6EN-?r8px4mxPDB7OVhhxhnsl daasHCYDFUpgLUzVvzpYLJ 4-1-0 , 15-1-8 , 7-0-8 12 4x6 r4 5 0 N 6 4x6 = Scale = 1:31.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL., in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(E) 0.44 7-8 >375 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.39 7-8 >415 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(C,T) -0.14 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 79lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NoA TOP CHORD Structural wood sheathing directly applied or4-10-7 oc purlins, BOT CHORD 2x4 SP No.1 I except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 4-1-0 oc bracing. 2-8,4-6: 2x6 SP No,2 WEBS I 1 Row at midpt 4-7, 2-7 REACTIONS. (Ib/size) 8=706/0-3-0, 6=706/0-3-0 Max Harz 8=113(LC 11) Max Uplift 8=-499(LC 8), 6=-436(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-706/1206, 2-3=-1381/2784, 3-4= 1381/2807, 4-6=-706/1282 BOT CHORD 7-8— 409/400, 6-7=-266/283 WEBS 3-7=-1694/606, 4-7=-2022/1015, 2-7=-1889/1015 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-1-3 to 4-10-13, Interior(1) 4-10-13 to 7-0-8,,Exterior(2) 7-0-8 to 13-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=499, 6=436. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 r6V, 10/03P1015 BEFORE USE Design valid for use only with MUM connectors. This design Is based only upon parameters shown, and Is for an lnl lvldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSO-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 I Oty Ply T13113654 1343527-SYNERGY-BAXL-"Ni6 Roof Special Supported Gable 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:16 2018 Page 1 I D:ql I8wLVNi6YkTT7fi BJ8hFyw6E N-yDGZMmnBxrRrFor336pK62fvJ407hAD5Hfz4ZozpYLH 7-0-8 6-7-0 4xi0 MT20HS = 20 Scale = 1:30.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.I in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(d) 0.20 14 >830 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.18 14 >913 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) -0.21 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH I Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 2-11-0 oc bracing. 1-18,9-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 18=613/0-3-8, 10=613/0-3-8 Max Horz 18=-93(LC 8) Max Uplift 18=-418(LC 8). 10= 418(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-598/1943, 1-2=-375/1277, 2-3=-1000/3257, 3-4= 1374/4342, 4-5=-1495/4426, 5-6= 1495/4440, 6-7=-1374/4318, 7-8— 100013222, 8-9=-375/1229, 9-10=-598/1974 BOT CHORD 16-17— 1115/421, 15-16— 2945/980, 14-15=-3725/1349, 13-14=-3671/1349, • 12-13=-2877/980, 11-12=-1031/343 WEBS 5-14= 3130/985, 4-15=-221/265, 3-16=-412/1022, 2-17=-523/1512, 6-13= 230/281, i 7-12=-412/1032, 8-11=-523/1553, 2-16=-1940/622, 8-12— 1957/622, 3-15— 922/362 7-13=-932/362, 1-17=-16961520, 9-11=-17421520 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) 0-2-12 to 6-2-12, Exterior(2) 6-2-12 to 7-0-8, Comer(3) 7-0-8 to 13-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C, C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) Bearing at joint(s) 18, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lbupliftat joint(s) except Qt=lb) 18=418, 10=418. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandda, VA 22314. " Tampa, PL 33610 I Job Truss Truss Type j Qty Ply T13113655 1343527-SYNERGY-BAXL- PO1 Monopitch 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:17 2018 Page 1 I D:q II8wLV Ni6YkTT7fi BJ8hFyw6EN-QQgxZ6opi8ZhtyQGdpKZfGB3aU NwQh_FW J ie5EzpYLG 6-2-4 12.4-8 6-2-4 6-2-4 8x14 M' 9 7 6x8 = 3xl2 MT20HS = 5.00 FIT I 3 4x6 = 4x6 = 10 Scale=1:68.3 6 12 5 13 4 3x4 11 3x4 = 3x6 = 6-2-4 12-4-8 66 22 4 i 6-2-4 Plate Offsets (X,Y)-- [1:0-2-4,Edge), [3:0-6-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.05 4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Verl(CT) -0.07 4-5 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) -0.54 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH IWeight: 135lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 8-5-9 cc bracing. 1-6: 2x6 SP No.2 WEBS 1 Row at midpt 4-8, 2-5, 2-4 OTHERS 2x6 SP No.2 "Except` 1-7: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 9=491/0-6-8, 10=493/0-1-8 Max Horz 9=254(LC 12) Max Uplift 9= 68(LC 12), 10=-340(LC 12) Max Grav 9=536(LC 2), 10=509(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP -CHORD 1-2= 289/0, 4-8=-635/407, 3-8=-635/407 BOT CHORD 5-6=-408/140, 4-5=-426/241 WEBS 2-4=-404/738, 1-5= 29/265, 1-9=-543/373, 3-10=-551/832 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 Corner(3) 0-10-0 to 6-10-0, Exterior(2) 6-10-0 to 11-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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, with BCDL = 10.0psf. 5) Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 10=340. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is 10 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 muss 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 Qty Ply T13113656 1343527-SYNERGY-BAXL- P02 Monopitch i 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:18 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-uc0JnSpRTShYU6?SAXsoCTkHgucg96c0lzSBegzpYLF 4-3-0 8-6-0 y 4-3-0 4-3-0 5.00 12 2x4 10 3xl2 MT20HS = 3x4 = 1 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. ' in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL)' -0.18 4-5 >551 240 TCDL 15,0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 4-5 >314 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) -0.17 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8 Max Horz 5=160(LC 12) Max Uplift 5=-3(LC 12), 7= 286(LC 12) Max Grav 5=382(LC 2), 7=337(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6= 704/332, 3-6=-704/332, 1-5=-133/308 BOT CHORD 4-5=-444/169 WEBS 2-4=-285/832, 3-7=-429/853 Scale = 1:53.6 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 80 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. i NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip bOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=286. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and Is for an Individual bullding component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI T Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314, ! Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113657 1343527-SYNERGY-BAXL— PO3 Monopitch 1 1 Job Reference (optional) Builders FirsiSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:19 2018 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-Moyi_ng3EmpP6GaekEN1 khHRelyKuYfYzdBkA7zpYLE 6-1-0 8-6-0 6-1-0 2-5 0 5x8 = Scale=1:49.0 5.00 FIT 5x8 = 4x6 4x6 = 7 5 I v 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 16.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.83 BC 0.67 WB 0.42 Matrix-SH DEFL.I in Vert(LL) -0.18 Vert(CT) -0.31 Horz(CT) -0.13 % (loc) I/deft Lid 4-5 >565 240 4-5 >321 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 80lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 2-3: 2x4 SP No.2 I except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 2-5 1-5: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8 Max Horz 5=139(LC 12) Max Uplift 5=-38(LC 12), 7=-215(LC 12) Max Grav 5=376(LC 2), 7=354(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP -CHORD 1-2=-112/259, 4-6=-931/413, 3-6= 931/413, 1-5=-228/539 BOT CHORD 4-5=-269/108 WEBS 2-5=-299/22, 2-4=-343/992, 3-7= 385/832 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 Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 = 1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 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 at joint(s) 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=1b) 7=215. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. '10/033015 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. Addittonal 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. 1 Tampa, FL 33610 Job Truss Truss Type city Ply T13773658 1343527-SYNERGY-BAXL- PO4 Monopitch 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:19 2018 Page 1 ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-Moyi_ng3EmpP6GaekEN1 khHUslyLubdYzdBkA7zpYLE 4-1-0 8-6-0 4-1-0 4-5-0 5.00 12 46 = 1, 5x8 = 2x4 4x6 = 7 Scale = 1:44.1 8-6-0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0] I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.17 4-5 >574 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 4-5 >324 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.13 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH i Weight: 73lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end vertfcafs. WEBS 2x4 SP No.3 "Except' BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing. 1-5: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8 Max Harz 5=92(LC 12) Max Uplift 5= 63(LC 12), 7=-173(LC 9) Max Grav 5=381(LC 2), 7=335(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-461/24313-6=-461/243, 1-5=-148/345 BOFCHORD 4-5=327/126 WEBS 2-4=-186/563, 3-7=-346/698 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 Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live,loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=173. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1--7473 rev. 1010312015 BEFORE USE. Design valid for use only with M lek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 1 Tampa, FL 33610 Job Truss Truss Type City Ply T13113659 1343527-SYNERGY-BAXL� PO5 Monopitch 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 2-1-0 5.00 12 5x6 = 2x4 6-5-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:20 2018 Page 1 I D:ql l8wLV Ni6YkTT7fiBJ8hFyw6 EN-q? W 4C7gh?3xGkQ9riyuGHupbUhK4d2nhCHxl iZzpYLD 6x8 = 8 9 5 6x8 = 4 3x8 = 4x6 = 7 Scale=1:38.3 2-1-0 6-5-0 Plate Offsets (X,Y)-- [2:0-3-0,0-2-4) I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.14 4-5 >728 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.27 4-5 >370 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.15 7 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-SH Weight: 68lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-5: 2x4 SP No.2 WEBS OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8 Max Harz 5=46(LC 12) Max Uplift 5= 106(LC 9), 7= 156(LC 9) Max Grav 5=384(LC 2), 7=326(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5= 272/107 WEBS 2-4= 82/277, 2-5=-293/487, 3-7=-340/597 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-4 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 Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=106, 7=156. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. Ia(03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general;guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 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. I Tampa, FL 33610 I I Job Truss Truss Type city Ply T13113660 1343527-SYNERGY-BAXL- PO6 Monopitch , 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:21 2018 Page 1 I D:g118wLVNi6YkTT7fiBJ8hFyw6EN-183SPTrKIN37MZkl sfPVp6Mgh5dOMXrrRxgrF?zpYLC fl-0 4-0-4 8-6-0 0- -0 3-11-4 4-5-12 2x4 11 3x4 = I 6x8 = 4-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.22 4-5 >460 240 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.36 4-5 >273 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' 1-5: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/Mechanical, 7=326/0-1-8 Max Uplift 5= 154(LC 8), 7= 135(LC 8) Max Grav 5=392(LC 2), 7=344(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-278/263, 3-6=-278/263 WEBS 2-5=-210/394, 2-4=-168/346, 3-7=-360/432 Scale =1:50.5 PLATES GRIP MT20 244/190 Weight: 79 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, I except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-5. 2-5, 2-4 I I I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1j5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 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, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=154, 7=135. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 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 T13113661 1343527-SYNERGY-BAXL- P07 Monopitch 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Feb 1 09:37:22 2018 Page 1 I D:ql I8wLVNi6YkTT7fi BJ8hFyw6EN-mNdgcpsyW hB_zjl DPNwkMJvOgV_4_5_faQPnRzpYLB 3-10-9 8.2-9 J 3-10-9 4-4-1 2x4 11 3x4 = 6x8 = 7 4x6 = v6x8 = 3x6 = Scale =1:45.8 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 0.57 Vert(LL) -0.17 4-5 >556 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 4-5 >318 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH I Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP 6HORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x6 SP No.2 WEBS I REACTIONS. (lb/size) 5=356/Mechanical, 7=316/0-3-0 Max Uplift 5=-148(LC 8), 7=-131(LC 8) Max Grav 5=370(LC 2), 7=328(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6= 281/252, 3-6=-281/252 WEBS 2-5= 203/394, 2-4=-168/353, 3-7=-364/456 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-5, 2-4 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h' 15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=148, 7=131. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERAmcE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for art Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type city Ply T13113662 1343527-SYNERGY-BAXL- V01 Valley 1 1 Job Reference (optional) tivaaers mrstzjource, tort niece, r-L d4Pl4b a. I OU S OeIJ IO — I / IVII I en II IU-1 I—, I.— I I lu — I UJA .. <U ,U kayo , I D:q l lSwLVNi6YkTT7fi BJ8hFyw6EN-EaBCg9taH_JrbttPz4RzvXRltvTapSA7uE9yJuzpYLA LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 1-8-6 3-4-1: 1-8-6 1-8-6 5.00 F12 3x4 — 2 LX4 % LX4 Scale = 1:6.3 3-4-3 1 0 Edgel SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Code FBC2017/TPI2014 Matrix-P I Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=85/3-3-10, 3=85/3-3-10 Max Horz 1=8(LC 12) Max Uplift 1=-30(LC 12), 3=-30(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. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 vAl fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MirEKREFERANCE 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 vedly the appllcability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always regdred for stability and to prevent collapse with possible personal Injury and property damage.' For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Qty Ply i T13113663 1343527-SYNERGY-BAXL- Vol Valley 1 1 Job Reference (optional) taut aers t-irsibource, t-orr rtece, r-L a1+y1+a 2 2x4 o. wv a oeN i a c ay= ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-jmlbl VuC21RiD1 ScXnyCRk_S?JoKYvPH7uvVrKzpYL'g 4-4-0 3,4 = I Scale: 1.5"=1' 2x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor (CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-P LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.3 BOT REACTIONS. (lb/size) 1=127/4-2-13, 3=127/4-2-13 Max Horz 1=-12(LC 13) Max Uplift 1=-44(LC 12), 3=-44(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 4-4-0 oc purlins. 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=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS far 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 othe 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 All fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the 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 wish 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. i Tampa, FL 33610 Job Truss Truss Type Qty Ply T13113664 1343527-SYNERGY-BAXL- VO3 Valley 1 1 Job Reference (optional) Ijuuaers t-irstsource, I -on Mace, rL 34e4b -6 2x4 5.00 12 2 " 1,5 s aep Izu I r ivu 1 er, inuusure5, inc. i nu reu i axarw w i o raye i ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-jmlbt VuC21RiD1 ScXnyCRk_SOJoQYvPH7uvVrKzpYL9 4-2-13 I 3x4 2x4 3 Scale = 1:7.9 4-2-13 1 Plate Offsets (X Y)-- [2:0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL!. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(�11_) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a nla 999 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 IWeight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=125/4-2-13, 3=125/4-2-13 Max Horz 1=12(LC 16) Max Uplift 1=-43(LC 12), 3=-43(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-141/308, 2-3=-141/308 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., QCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 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 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ®WARNING - VeN1y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473:rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thls 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 I( We[( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricotlon, storage, delivery, erection and bracing of trusses and buss 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 T13113665 1343527-SYNERGY-BAXL- VO4 Valley 1 1 Job Reference (optional) bullaerS vlrsrJOUrce, rarl V-1ece, r-L 54e'40 0 o. i uv a oeP i v u i uyv ID:dll8wLVNi6YkTT7fiBJBhFyw6EN-ByJzFrugpcZ;gB1 o5VUR_yXd_i8_HMfOMYe3OmzpYL8 3-5-6 1-8-11 5.00 12 2 3x4 = 2x4 2x4 Scale =1:6.4 v ro 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=87/3-4-3, 3=87/3-4-3 Max Horz 1= 8(LC 13) Max Uplift 1= 30(LC 12), 3=-30(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C! for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII4473 rev. 10/032015 BEFORE USE Design valid for use only with MlfekO connectors. This design is based only upon parameters shown, and Is for fan Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.; Additional temporary and permanent bracing M!Tek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlom 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 T13113666 1343527-SYNERGY-BAXL- VO5 Valley 1 1 Job Reference (optional) uuncierS rusibource, tort niece, FL 04U40 o. 1 ov a -up 1 o cv i r ` i en n iuuau iw, 1.w I i w I cu i .o ' .a.. �" � . ay= . I D:gll8wLV Ni6YkTT7fi BJ8hFyw6EN-f9tLSBvSaviQSLc_eC?g W 93kd6T60mhaaCOewDzpYL7 4-0-0 6-3-8 4-0-0 2-3-6 a 0 2x4 11 3 5 4 2x4 2x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WEB0.21 Hori(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/fP12014 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=124/6-2-14, 4=41/6-2-14, 5=320/6-2-14 Max Horz 1=126(LC 12) Max Uplift 1=-12(LC 12), 4= 22(LC 12), 5=-167(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-320/100 WEBS 2-5=-282/695 Scale=1:16.3 PLATES GRIP MT20 244/190 Weight: 23lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. !Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=1b) 5=167. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 101032015 BEFORE USE Design valid for use only with MiT00 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria; DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 21819. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T13113667 1343527-SYNERGY-BAXL- V06 Valley 1 1 Job Reference (optional) Builders FIrstsource, port Piece, I-L 34945 a a 0 B.1 su s tiep 1 b zul f mi I ex mausmes, inc. i nu i-eD 1 ua:;j/:zi zui a rage i I D:ql IBwLVNi6YkTT7fi BJBhFyw6EN-7LRjgXw5LDgH4U BBCwW v3NcsXW o81G9jps79SfzpYL6 2x4 2x4 = 2 .3 Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(I'L) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 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/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD i REACTIONS, (lb/size) 1=153/4-2-14, 3=153/4-2-14 Max Horz 1=79(LC 12) Max Uplift 1=-47(LC 12), 3=-80(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 138/341 Structural wood sheathing directly applied or 4-3-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS flsr 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) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING - Verify design parameters end 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 [wilding 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 fobncatlon, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 t Job Truss Truss Type aty Ply T13113668 1343527-SYNERGY-BAXL- VO7 Valley 1 1 Job Reference (optional) duuaers r-irsioource, rori niece, rL.5wavo Y a 0 2x4 o. wvaoeP io cvu ivnion ni�'auiw, nip. ..o.. ,..�..., .�., �.. ,.. ..y.. , I D:ql I8wLV Ni6YkTT7fi BJBhFyw6 EN-7LRjgXwSLDgH4U BBCwW v3NczN W rBIG9jps79SfzpYL6 5x6 i 2 Scale = 1:7.5 Plate Offsets (X Y)-- [2:0-1-14 0-0-0] [2:0-10-4 0-1-4] [3:0-1-10 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) O.OD n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=63/2-2-14, 3=63/2-2-14 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins, except end vertfcafs. BOT. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=33(LC12) Max Uplift 1=-19(LC 12), 3=-33(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 1,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. ]his design Is based only upon parameters shown, and Is for an individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 16luallty 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--/1d' - I - For 4 x 2 orientation, locate plates 0-1rid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 _ software or upon_request._ -- --- PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, ' Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U a- O 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 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 191Y. 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 specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 tt, 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.