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Truss 1-21-22
RE: 77689 - REED Site Information: Customer Info: Doyle Masonry Lot/Block: .' Address: Unknown, . City: Fort Pierce Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Reed Residence Model:. . Subdivision: . 'State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 336104115 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 Deisig461wings Show Special'i r_ Loading Conditions): L.l Design Code: FBC2020117PI2014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16`-°� Wind Speed:. 170 mph .� Roof Load: 37.0 psf Floor Load: N/A psf This package includes 112 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index;,_sheet conforms to 61 G1 5-31.003, section 5 of the Florida'Board of Professional � Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T25713149 A 10/21/21 15 T25713163 2 T25713150 Al 10/21/21 16 T25713164 1 T25713151 A2 10/21/21 17 T25713165 i T25713152 A3 10/21/21 18 T25713166 T25713153 A4 10/21/21 19 T2.5713167 T25713154 A5 10/21/21 20 T25713168 7 T25713155 A6 10/21/21 21 T25713169 8 T25713156 A7 10/21/21 22 T2571"3170 9 T25713157 B 10/21/21 23 T25713171 10 T25713158 B1 10/21/21 24 T25713172 11 T25713159 132 10/21/21 25 T257.13173 12 T25713160 133 10/21/21 26 T25713174 13 T25713161 B4 10/21/21 27 T25713175 14 T25713162 135 10/21/21 28 T25713176 Truss Name Date 136 10/21/21 68 10 21/21 10/21/21 C139 A 10/2121 REVIEWED FOR C2 CODE COMPLIANCE D, 10/2121 100/21/21 • LV IE COUNTY BOCC D2 10/21/21 ( 17-t jy D4 10/21/21 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. (� Printed copies -of this -document are not considered signed and sealed and the signature must be verified on any electronic The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. 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 ANSUTPI 1. These designs are based, upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MITek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the '7eparation of these designs. MiTek or TRENCO has not independently verified the l !)plicability of the design parameters or the designs for any particular building. Before use, building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. ,%"111Illl1it"I , . �.� QUIN �. OP .... vF<F •. No 6818.2 STATE OF CSC ••....•�••• G,. % 'O N A; 1��`��� Joaquin Velez PE No.68182 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 Velez, Joaquin 1 of 2 MiTek ® M!Tek USA, Inc. RE: 77689 -REED 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Doyle Masonry Project Name: Reed Residence Model: . Lot/Block: Subdivision: . Address: Unknown, . City: Fort Pierce State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 29 T25713177 D5 10/21/21 86 T25713234 M7 10/21/21 30 T25713178 E 10/21/21 87 T25713235 MA 10/21/21 31 T25713179 F 10/21/21 88 T25713236 MB 10/21/21 32 T25713180 F 1 10/21/21 89 T25713237 MV2 10/21/21 33 T25713181 F2 10/21/21 90 T25713238 MV4 10/21/21 34 T25713182 F3 10/21/21 91 T25713239 MV6 10/21/21 35 T25713183 F4 10/21/21 92 T25713240 'MV8 10/21/21 36 T25713184 F5 10/21/21 93 T25713241 MV9 10/21/21 37 T25713185 GE 10/21/21 94 T25713242 PBA 10/21/21 38 T25713186 GR2 10/21/21 95 T25713243 PBB 10/21/21 39 T25713187 GR2A 10/21/21 96 T25713244 PBC 10/21/21 40 T25713188 GR3 10/21/21 97 T25713245 PBD 10/21/21 41 T25713189 GR4 10/21/21 98 T25713246 PBE 10/21/21 42 T25713190 GR6 10/21/21 99 T25713247 PBF 10/21/21 43 T25713191 GR7 10/21/21 100 T25713248 PBG 10/21/21 44 T25713192 GR8 10/21/21 101 T25713249 PBH 10/21/21 45 T25713193 GR9 10/21/21 102 T25713250 PBI 10/21/21 46 T25713194 GRA 10/21/21 103 T25713251 PBJ 10/21/21 47 T25713195 GRC 10/21/21 104 T25713252 PBK 10/21/21 48 T25713196 GRC1 10/21/21 105 T25713253 PBL 10/21/21 J 49 T25713'197 .GRF 10/21/21 106 T25713254 V4 10/21/21 50 '' T25713198 GRF1 ,. 10/21/21 107 T25713255 V8 10/21/21 51 ., T2571;3199, G RL ' - 10/21/21 108 T25713256 V8A 10/21/21 52:. " T25713200 GRM 10/21/21 109 T25713257 V10 10/21/21 c 53 T25713201, 'HA ? 10/21/21 110 T25713258 V12 10/21/21 54 T25713202 HB , 10/21/21 111 T25713259 VA 10/21/21 55' T25713203 HC 10/21/21 112 T25713260 VB 10/21/21 56 T25713204 HD` 10/21/21 •57 , . 725713205 HE 10/21/21 58 T25713206 HV4.. 10/21/21 59 T25713207 HV6 10/21/21 --60`- -725713208- HV8 10/21/21 61 - T25713209 HV10 10/21/21 62 T25713210 HVE 10/21/21 63 T25713211 J1 10/21/21 64 T25713212 J3 10/21/21 65 T25713213 J5 10/21/21 66 T25713214 J5B 10/21/21 67 T25713215 J5C 10/21/21 68 T25713216 J51) 10/21/21 69 T25713217 J5DD 10/21/21 70 T25713218 J5G 10/21/21 71 T25713219 J5P 10/21/21 72 T25713220 J7 10/21/21 73 T25713221 J7A 10/21/21 74 T25713222 KJ5 10/21/21 75 T25713223 KJ7 10/21/21 76 T25713224 KJL 10/21/21 77 T25713225 L 10/21/21 78 T25713226 L1 10/21/21 79 T25713227 L2 10/21/21 80 T25713228 , M. 10/21/21 81 T25713229 M2 10/21/21 82 T25713230 M3 10/21/21 83 T25713231 WA 10/21/21 84 T25713232 M4B 10/21/21 85 T25713233 M6 10/21/21 t_s 2 of 2 Job Truss Truss Type oty Ply REED T25713149 77689 A ATTIC 1 1 Job Reference (optional) T i .. _ , _....... , ..�.. , 0.4— i MUg 10 CUL r MI1 UK rUUUb111U5, rOU. VVeU LJGr dU 1Z:Z1:Z0 ZUZI rage 1 ID:pcN6P42xD17i8nvCHKPCljz?nUO-R6rCXA4bUwid6MU IflURwArjyX_54PZPFJnX8RyRWne 0L6i8 6-7-5 12TI 2 18-8-15 24-9-12 29$-12 34-7-12 38-10-10 43-1-8 49 8-0 0-6-8 6-0-13 6-0-13 6-0-13 6-0-13 4-11-0 4-11-0 4-2-14 4 2-14 6-0 8 5x6 = 3x4 11 4x8 = 4x6 = 3x4 11 4x4 = 1 23 2 324 4 5 625 4x10 = 3x4 11 6x8 — 6x8 = 6.00 L12 26 27 7 8 28 29 9 10 30 Scale = 1:84.5 22 21 `"19 — 18 16 15 14 13 12 6 I 7x8 = 5x6 26-M 4x8 = 3x4 11 7x8 = 412 = 3x6 11 3x4 11 5x8 MT18HS WB = 5x12 MT18HS WB = 6-0-13 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.75 BC 0.93 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) I/defi Ud -0.77 16-18 >764 360 -1.42 16-18 >415 240 0.15 12 n/a n/a 0.89 16-18 >660 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 360 lb Fr ,= 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE *Except' TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc pudins, / 10-11: 2x6 SP No.2 except end verticals. B()RD 2x4 SP M 31 "Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-17: 2x6 SP 240OF 2.0E, 17-20: 2x4 SP M 30 WEBS 1 Row at micipt 1-21, 3-21, 6-18, 9-13, 1-22, 11-13 WEBS 2x4 SP No.3'ExcepY 1-21: 2x4 SP M 30, 1-22,1IA2: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 22=0-8-0, 12=0-8-0 Max Horz 22=-202(LC 12) Max Uplift 22=-1131(LC 12), 12=1070(LC 12) Max Grav 22=2312(LC 19),12=2446(LC 19) _ t FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2121/1115, 2-3=-2121/1115, 3-5=-4573/2233, 5-6=4573/2233, 6-8=-4737/2235, 8-9=-4737/2235, 9-10=2251/1279, 10-11=-2529/1306, 1-22=-2181/1277, 11-12=-2295/1262 BOT CHORD 19-21=-1559/3559,18-19=-1559/3559,16-18=-1993/4674,15-16=-1993/4674, 13-15=-1514/3257 WEBS 1-21 =-1 543/2934, 2-21=-380/427, 3-21=-2063/1002, 3-19=0/305, 3-18=-619/1455, 5-18=-579/437,6-18=-316/137,6-16=73/367,8-15=-1175f700,9-15=-886/2575, 9-13=-1992/871,10-13=-159f741,11-13=-1077/2305 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 5-2-6, Interior(1) 5-2-6 to 43-1-8, Exterior(2E) electronically signed and 43-1-8 to 49-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 3) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0-0 apart. Printed copies Of this P 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. signed and sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • signature must be Verified 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-M wide on an electronic co 12S. y P will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 Joaquin Velez PE No.68162 9) Provide mechanical connectidn (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) MiTek USA, Inc. FL cart 6834 22=1131, 12=1070. 6904 Parke East Blvd. Tampa FL 33610 101 ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: October 21,2021 ® WARNING -Verity design parameiers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with mrrek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iwiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?calf Quality Criteria, DSB-89 and BCSI Building Component Safetylntonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type city Ply REED T25713150 77689 Al ATTIC 1 1 Job Reference (optional) unamoers I russ, ron coerce, I -I- - J41ft7z, tf.4Ju s Aug 16 zuzi mi I eK Inllustnes, Inc. Wed uct zu 1z:zt:z7 zuzl Page 1 I D: pcN6P42xDi7i8nvCH KPC Ijz7nU 0-NUzyys5sOYyKMfehnj W vObx4AKh6YJgi6dGdCKyRW nc 268 , 9-11-9 17�11 24-9-12 29$-12 34-7-12 41-1$ 453-0 49-" 2.6-8 75-1 + 7 5 1 7-5-1 4-11-0 4-11-0 65-12 41 8 45-0 6.00 12 7x8 = 3x4 11 6x8 - 2 323 24 48 = 4x6 = 3x4 11 4 525 626 410 = 4x4 = 6x8 = 27 28 7 829 30 9 Scale ,J 22 21 " 20 re 18 -14 1r 16 15 74 30 13 12 3x6 11 6x8 = 6x10 = 5x8 MT18HS = 3x4 11 4x4 = 3x10 11 48 = 7x8 = 5x12 MT18HS WB = 7xl4 MT18HS WB = �3f11; 7-5-1 9-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.64 BC 0.89 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.87 16-18 >681 360 -1.51 16-18 >391 240 0.13 12 n/a n/a 0.90 16-18 >659 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 376 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except- TOP CHORD Structural wood sheathing directly applied or 3-55 oc puriins, 2-5: 2x6 SP No.2, 7-9,5-7: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x6 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. 19-22: 2x4 SP M 30, 17-19: 2x4 SP M 31 WEBS 1 Row at midpt 2-21, 2-20, 4-20, 1-22, 10-12 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 8-13 1-22,11-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 22=0-8-0, 12=0-8-0 Max Horz 22=-190(LC 12) Max Uplift 22=-1121(LC 12), 12=1042(LC 12) Max Grav 22=2363(LC 18), 12=2542(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-900/506, 2-3=-2643/1451, 3-4=-2641/1448, 4-6=-4262/1984, 6-8=-4262/1984, 8-9=-2531/1335, 9-10=2828/1424, 1-22=2373/1297 BOT CHORD 20-21=-163/833, 18-20=-1644/3954, 16-18=-1644/3954, 15-16=-1682/4185, 13-15=-1682/4185,12-13=876/1829 WEBS 2-21=-1662/1054, 2-20=-1360/2687, 3-20=-426/516, 4-20=-1820/755, 4-18=-22/468, 4-16=-90/443, 8-15=-95/1071, 8-13=-2747/985, 9-13=-445/1219, 10-13=-222/1012, 1-21=-109112072,10-12=-2788/1353 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 2-6-8, Exterior(2R) 25-8 to 9-6-13, Interior(1) electronically signed and 9-6-13 to 41-1-8, Exterior(2R) 41-1-8 to 48-1-13, Interior(1) 48-1-13 to 49-5-4 zone;C-C for members and forces 8, MWFRS for sealed by Velez, Joaquin, PE reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this P to the use of this truss component. 4) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0-0 apart. document are not considered 5) Provide adequate drainage to prevent water ponding. signed and Sealed and the 6) All plates are MT20 plates unless otherwise indicated. signature must be verified 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' is Or11C On any electronic COPI@S. 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 Joaquin VelezPEo. 62 u will fit between the bottom chord and any other members, with BCDL = 10.Opsf. MTeUSA, Inc. FL C68 0834 9) Ceiling dead load (5.0 psf) on member(s). 8-9 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 6904 Parke East Blvd. Tampa FL 33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Date: 22=1121,12=1042. October 21,2021 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/1912020 BEFORE USE. Design valid for use only withMiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not e 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 andlor chord.members only. Additional temporary and permanent bracing MiTek' Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713151 77689 A2 ATTIC 1 1 Job Reference (optional) p.vova„ Ij 1v4V 1willunllluubuleb,mu. vveuvcrzunz:zn:zozuzi ragei I D:pcN6P42xDi7iBn vCHKPC Ijz?n UO-rhXL9C6Unr4 BzpDtLQ28YoTG WkOHHoysLH? BlmyRWnb 4 6 8 1139 18-0-11 24-9-12 291-12 34-7-12 39-1-8 4430 49." 6-9-1 6-9-1 4-11-0 4-11-0 45-12 55-0 6.00 12 7x8 = 3x4 II 4x8 = 4x6 = 3x4 11 2 3 24 4 25 5 526 5x6 4x6 = 4x4 = = 27 7 28 29 5 30 9 6x8 Scale=1:86.4 23 22 21 `v " 19 10 17 16 lb J4 14 13 12 3x6 II 4x6 = 6x8 = 46 = 3x4 II 4x4 = 3x10 II 48 = 4x6 = 3x10 II 5x8 MT18HS WB = 7xl0 MT18HS WB = 18-0-11 4-5-12 49-M LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.61 BC 0.90 WB 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defi L/d -0.73 17-19 >810 360 -1.29 17-19 >456 240 0.11 12 n/a n/a 0.79 17-19 >744 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 392 lb FT = 20% LUMBER- BRACING - TOP_ CHORD 2x4 SP M 30'ExcepV TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, 1 2-5: 2x6 SP No.2, 7-9,5-7: 2x6 SP 240OF 2.0E except end verticals. BIB )RD 2x4 SP M 30 'Except* BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. 12-15,15-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 2-22, 2-21, 3-21, 4-21, 1-23, 1-22 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 8-14 1-23,11-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 23=0-8-0, 12=0-8-0 Max Horz 23=-190(LC 12) Max Uplift 23=-1124(LC 12), 12=1051(LC 12) Max Grav 23=2346(LC 18), 12=2524(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-13541795, 2-3=-2506/1475, 3-4=-2504/1472, 4-6=-3707/1834, 6-8=-3707/1834, 8-9=-2607/1425, 9-1O=2915/1512, 10-11=2438/1203, 1-23=-2292/1337, 11-12=-2440/1248 BOT CHORD 21-22=-391/1259, 19-21 =-1 463/3486, 17-19=1463/3486, 16-17=-1466/3622, 14-16=-1466/3622, 13-14=974/2117 WEBS 2-22=-1332/874, 2-21=1108/2223, 3-21=384/463, 4-21=-1499/626, 4-19=-34/400, 4-17=-25/397, 8-16=-132/1223, B-14=2577/885, 9-14=-580/1396, 10-14=-133/664. 10-13=-963/586, 1-22=-1039/1962, 11-13=-1089/2398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-6-8, Exteriog2R) 4-6-8 to 11-3-9, Intedor(1) 11-3-9 to 39-1-8, Exterior(2R) 39-1-8 to 46-1-13, Interior(1) 46-1-13 to 49-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0-0 apart. 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 �-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Ceiling dead load (5.0 psf) on member(s). 8-9 10 ✓P- -,m chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 11 a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Mi rok USA, Inc. FL:Cert 6634 6964 Parke East Blvd. Tampa FL 33810 Date: October 21,2021 WARNING -Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. -- ■ Design valid for use only with MTek®connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord: members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, see ' ANSI/rPH Qualify Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 Job Truss Truss Type Qly, Ply REED T25713151 77689 A2 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Aug 18 2D21 MifeK Industries, Inc. Wea Vct zU 1z:z1:z8 zuzl Page 2 I D:pcN6P42xDi7iBnvCHKPCljz?nUO-rhXL9C6Unr4BzpDtLQ28YoTGWkOHHoysLH?BlmyRWnb NOTES- 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MrTek® connectors. This design is based only upon 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 andfor 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 ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ory Ply REED T25713152 77689 A3 ATTIC 1 1 Job Reference (optional) i,no,nue,n nuaa, rvn r,a'tea, "-.rrao<, 0.4JU 5 HUg l0 ZUZI MI I eK Inousines, Inc. Wea uct ZU 12:21:3U 2U21 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-n3e5au7kJTKvD7NGSr4cdDZYRYhGlgh9obU IpfyRWnZ 6 6 8 12-7-9 18 8-11 24-9-12 29$-12 34-7-12 37-1 8 433-0 49$-0 6-08 6-1-1 6-1-1 6-1-1 4-11-0 4-11-0 2.5-12 6-1-8 65o 6.00 12 6x8 = 22 2 ��Y 4x4 = 44 = 5x8 = 3x4 II 6x8 = 6x8 = 323 24 4 5 625 26 27 28 7 8 Scale=1:86.4 21 20 — " .. 'a — " °J 16 15 19 13 Jo 12 11 3x6 II 5x8 = 4x6 = 45 = 4x4 = 3x10 II 5x8 = 4x8 = 3x10 II 5x12 MT18HS WB = 7x10 MT18HS = 6-5-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.83 BC 0.93 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.90 16-18 >655 360 -1.52 16-18 >388 240 0.09 11 n/a n/a 0.81 16-18 >733 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 391 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 2-5: 2x6 SP No.2, 5-8: 2x6 SP 240OF 2.0E except end verticals. Bi^ ORD 2x6 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 19-21: 2x4 SP M 30, 17-19: 2x4 SP M 31 WEBS 1 Row at midpt 4-18, 6-16, 7-13, 8-13, 1-21, 1-20 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 3-20 7-13: 2x4 SP M 30, 1-21,10-11: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 21=0-8-0, 11=0-8-0 Max Horz 21=232(LC 11) Max Uplift 21=-1126(LC 12), 11=-1060(LC 12) Max Grav, 21=2415(LC 18), 11=2557(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1719/994, 2-3=-1521/996, 3-4=-2874/1621, 4-6=-3374/1730, 6-7=-3374/1730, 7-8=-2727/1501,8-9=-3033/1563,9-10=2659/1298,1-21=-2292/1351,10-11=-2449/1257 BOT CHORD 18-20=-1048/2555, 16-18=1302/3200, 15-16=-1297/3287, 13-15=-1297/3287, 12-13=-1051/2302 WEBS 2-20=-43/527, 3-20=-1878/929, 3-18=-431/1396, 4-18=-887/447, 4-16=-9/402, 7-1 5=-1 9411525, 7-13=-3133/1003, 8-13=801/1927, 9-13=-76/557, 9-12=-847/556, 1-20=-1006/2000, 10-12=-1123/2491 NOTES- N 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 5-2-6, Interior(1) 5-2-6 to 6-6-8, Extenor(2R) 6-6-8 to 13-6-13, Intedor(1)13-6-13 to 37-1-8, Exterior(2R) 37-1-8 to 44-1-13, Intedor(1) 44-1-13 to 49-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer Fesponsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0-0 apart 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Ceiling dead load (5.0 psf) on member(s). 7-8 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 11 /- a'de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1126. 11=1060. 12�, _,(C SPACE SHOWN IS.DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: Ortrlhtar 91.9D91 AL WARNING - Verify des(gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 busses and truss systems, see ANSIMP11 Qualify Crlter/e, DSB-69 and SCSI Building Component 6904. Parke East Blvd. Safetyln►ormation available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713163 77689 A4 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Aug 16 2021 MITeK Industries, Inc. Wed Uct ZU 1Z:21:32 2UZ1 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-kSmr?Z9_r4adSOXeaG64jee?TLRLDbZRGVZOuXyRWnX 4S 0 8 8 13 11-9 194 11 24 9-12 34-7-12 3 1 8 42�-0 49�-0 45-0 41 8 55 1 55 1 5-0-1 9-10-0 0 2 7-1 8 7-5-0 3x4 6x8 = 4x8 = 6.00 12 3 31 4 32 4x4 = 46 = 4x4 = 3x4 II 6x8 533 6 734 35 8 36 9 Scale = I 24 38 39 23 4U 22 21 41 20 19 42 18 17 43 lb 44 15 14 7k8 = 4x8 = 4x6 = 3x4 11 44 = 4x6 = 44 = 45 = 46 = 410 = 3x8 11 i13 11-9 19-0-11 24-9-12 34-7-12 351 8 i 0 49�-0 8-6-8 55-1 55 1 5 51 9-10-0 0 2 7-1 8 7-5-0 Plate Offsets (X,Y)— [3:0-4-0,0-1-15], [9:0-3-12,0-1-8], [14:0-4-8,0-2-4], [15:0-1-12,0-2-4], [24:0-4-0,0-4-8I, [26:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 Csl. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.26 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.45 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.22 18 >999 240 Weight: 483 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, 1-3: 2x4 SP M 30 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. 16-19: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-20, 18-25, 13-15, 26-27, 17-27, 10-15 - WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 4-23, 2-24 1-24,13-14: 2x6 SP No.2, 10-25: 2x4 SP M 30 JOINTS 1 Brace at Jt(s): 25, 26, 27 REACTIONS. (size) 24=0-8-0, 14=0-8-0 Max Horz 24=281(LC 11) Max Uplift 24=-1100(LC 12), 14=-1016(LC 12) Max Grav 24=2498(LC 18), 14=2661(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2012/1176, 3-4=-1792/1110, 4-5=-3022/1628, 5-7=-3344/1629, 7-8=-2591/1459, 8-9=-2591/1459,9-10=-1353/754,10-11=-3001/1569,11-13=-2954/1325, 13-14=-2525/1223 BOT CHORD 23-24=-401/1339, 21-23=-942/2621, 20-21=-942/2621, 18-20=-1109/3093, 17-18=-1124/3311, 15-17=1030/2702 WEBS 2-23=-029/1344, 3-23=256/687, 4-23=-1727/773, 4-21=0/260, 4-20=-385/1170, 5-20=-839/341, 11-15=420/518, 2-24=-2447/1302, 13-15=-1061/2640, 5-18=-31/685, 26-27=-2813/944,27-28=-2805/940,10-28=-2720/902,8-26=-353/292,7-26=-1166/265, 9-26=-806/1802, 17-27=-907/281,9-28=615/216,10-17=-238/1658, 10-15=-665/32 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1) item has been 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. electronically signed and 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 5-2-6, Interior(1) 5-2-6 to 8-6-6, Extedor(2R) 8-6-8 sealed by Velez, Joaquin, PE to 15-6-13, Interior(1)15-6-13 to 35-6-2, Extedor(21R) 35-6-2 to 42-3-0, Interior(1) 42-3-0 to 49-5-4 zone;C-C for members and forces using a Digital Signature. & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document to the use of this truss component are not considered 4) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0.0 apart. signed and sealed and the 5) Provide adequate drainage to prevent water ponding. Signature must be verified 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' on any electronic Copies. 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Joaquin Velez PE No.68182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Mink USA, Inc. FL Ce'rt 6834 8) Ceiling dead load (5.0 psf) on member(s). 25-26, 26-27, 27-28, 10-28 Parke East Blvd. Tampa FL 33610 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 D: Date Date 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at --lb) 24=1100.14=1016. October 21,2021 I" 11 ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 1. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 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 Aek- building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M�T fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Qualify Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply REED T25713154 77689 A5 ATTIC 1 1 Job Reference (optional) Chambers Truss, t-on coerce, t-L - 34862, 6x8 = 3x4 II 6.00 12 3 49 4 30 5x8 ts.43u s Aug lb zuzl MI tex mausmes, mc. vveo uctzu 1z:z1:33 zuzl 4x10 = 4x8 = 3x4 11 7x8 MT18HS = 5 63132 337 34 8 Scale=1:86.4 23 22 37 21 20 36 19 3y 10 17 16 10 40 14 13 3x6 II 45 = 3x6 = 48 = 3x4 11 5x6 = 6x8 = 48 = 5x10 II 3x5 = 5x8 MT18HS WB = 5 5-0 10-0 8 17-% 24-9-12 34-7-12 42-0-2 49$-0 5�-0 5-1$ 7-1-10 7-1-10 9-10-0 7-4-6 7-7-14 Plate Offsets (X,Y)— [3:0-2-0,0-3-0], [8:0-4-0,0-1-151, [11:0-3-0,Edge], [14:0-3-8.0-2-01. [16:0-3-0,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.76 17-19 >781 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 17-19 >489 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.08 13 n/a n/a BCDL 10.0 Code ' FBC2020frP12014 Matrix -MS Wind(LL) 0.52 17-19 >999 240 Weight: 424 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, 3-5,5-8: 2x6 SP No.2 except end verticals. BI'- 'DRD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. 13-15: 2x6 SP No.2, 15-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 2-22, 3-21, 3-19, 4-19, 6-19, 17-24, 1-23, WEBS 2x4 SP No.3 "Except' 1-22, 12-14 3-19,6-19,6-17,9-16,24-25: 2x4 SP M 30, 1-23,12-13: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 24, 26, 27 OTHERS 2x4 SP No.3 REACTIONS. (size) 23=0-8-0, 13=0-8-0 Max Horz 23=329(LC 11) Max Uplift 23=-1107(LC 12), 13=-1036(LC 12) Max Grav 23=2402(LC 18), 13=2550(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1520/875, 2-3=-2060/1287, 34=2512/1559, 4-6=-2510/1556, 6-7=-2800/1540, 7-8=-2799/1542, 8-9=-2679/1526, 9-10=-3109/1551, 10-12=-2810/1351, 1-23=-2320/1339, 12-13=-2396/1237 BOT CHORD 22-23=-325/328, 21-22=-495/1534, 19-21=-637/1943, 17-19=-990/2703, 16-17=-983/2661, 14-16=-1085/2424 WEBS 2-22=-1295/824, 2-21=-315/1019, 3-21=-599/309, 3-19=-652/1530, 4-19=-632/558, 6-19=-573/93, 17-24=-113/371, 6-24=74/415, 16-25=-85/530, 10-16=-54/650, 10-14=-829/500, 1-22=1031/1981, 12-14=-1112/2513, 26-27=-458/158, 25-26=-426/139, 8-26=-341/598, 7-27=-542/197, 8-27=-176/846 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically signed and 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. sealed by Velez, Joaquin, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 5-5-0, Interior(1) 5-5-0 to 10-6-8, Exterjor(2R) using a Digital Signature. 10-6-8 to 17-8-2, Interior(1) 17-8-2 to 33-1-8, Extedor(2R) 33-1-8 to 40-1-13, Interior(1) 40-1-13 to 49-5-4 zone;C-C for members and Printed copies of this forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 4) 150.01b AC unit load placed on the top chord, 26-8-8 from left end, supported at two points, 3-0-0 apart. signature must be verified 5) Provide adequate drainage to prevent water ponding. on any electronic Copies. 6) All plates are MT20 plates unless otherwise indicated. Joaquin Velez PE No.68182 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6634 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 6804 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Date: 9) ? dead load (5.0 psf) on member(s). 24-27, 26-27, 25-26 10., im chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 October 21,2021 f� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Meek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��- a 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 MITW Is always required for 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 ANSUTP/1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL: 36610 Job Truss Truss Type City Ply REED T25713154 77689 A5 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:33 2021 Page 2 I D:pcN6P42xDi7i8nvCH KPC Ijz?n UO-CeKECvAdcOi U4a6r7zdJFsB 14ljGy3sbUZyQ-YRW n W NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 23=1107, 13=1036. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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. �e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design. Bracing Indicated Is to prevent buckling of individual' truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS1ffPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply REED T25713155 77689 A6 Piggyback Base 12 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:35 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-81 S_dbBt87zCJuFDFOgnKHGSdZT7OzVuytC2UsyRWnU 4-11-12 9-8-0 15-9-0 21-10-0 27-11-0 34-0-0 4111 49-M 4-11-12 4� 4 6-1-0 6-1-0 6.1-0 6-1-0 7_. 7-11-12 3x4 5x6 = 6.00 12 3x6 = 5x8 = 24 4 25 26 5 6 27 7 28 8 Scale=1:86.4 22 Ju s 21 JL eu 19 JJ id 17 J4 16 Jo 15 14 Jb 13 12 6x8 = 4x8 = 3x6 = 6x8 = 3x6 = 3x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.34 21-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.54 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.20 16-17 >999 240 Weight: 389 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc pudins, BI; ` ORD 2x4 SP M 30 except end verticals. W 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 6-6-4 oc bracing. 4-21,5-19,7-17,8-16: 2x4 SP M 30, 1-22,11-12: 2x6 SP No.2 WEBS 1 Row at midpt 4-21, 5-19, 7-17, 7-16, 8-15, 11-13 2 Rows at 113 pts 2-22 REACTIONS. , (size) 22=0-8-0, 12=0-8-0 Max Horz 22=308(LC 11) Max Uplift 22=-1223(LC 12), 12=1187(LC 12) Max Grav 22=2256(LC 17), 12=2320(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 859/1350, 3-4=-1644/1274, 4-5=-2165/1667, 5-7=-2511/1844, 7-8=-2558/1860, 8-9=-2627/1761,9-11=2570/1546,11-12=-2199/1397 BOT CHORD 21-22=-523/1309, 19-21 =-1 112/2294, 17-1 9=1 293/2544, 16-17=-1320/2486, 15-16=-1133/2155, 13-15=-1254/2206 WEBS 2-21=438/1099, 3-21=286/582, 4-21=-1310/822, 4-19=-314/852, 5-19=-732/392, 7-16=-452/372, 8-16=-388/747, 8-15=71/345, 9-13=529/546, 2-22=-2164/1447, 11-13=-1300/2290, 5-17=-9/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-10-14, Interior(1) 4-10-14 to 9-8-0, Exteriog2R) 9-8-0 to 16-8-5, Interior(l) 16-8-5 to 34-M, Exterior(211) 34-0-0 to 41-0-5, Interior(1) 41-0-5 to 49-54 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x5 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 22=1223,12=1187. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are notconsidered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: r t-tnhar 91 9n91 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the buildingdeslgner must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713156 77689 A7 Piggyback Base 1 1 Job Reference (optional) cnamioers 1 fuss, Fort rlerce, hL - 34100Z, 0.40u b Aug ro AUZ I Mi 1 fart uluubuleb, 1116. Yvvu vGL Lv .—coo cuc 1 ragas 1 I D: pcN 6P42xDi7i8nvCHKPC Ijz7n UO-cD7 MrxCVvJ53x2gQp6BOtUof2ypl9Osl AXxc 1 IyRW nT 4-11-12 9�-0 15-9-14 , 21-10-0 27-10-2 34-0.0 39 8 4 4"-0 441 48-0 6-1-14 6-0-2 6-0-2 6-1-14 5$-4 511-12 3x4 5x6 = 6.00 F12 3 3x8 = 3x4 II 3x6 = 3x8 = 5x6 = 4 22 23 5 6 24 7 25 8 Scale =1 20 za za 19 au 10 17 " 16 0Z 15 '4 00 13 12 11 6x8 = 3x10 = 3x6 = 3x4 11 3x8 = 3x4 11 3x6 = 3x8 = 4x5 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.34 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.54 19-20 >999 240 BCLL 0.0 Rep Stress Incr YES WE, 0.93 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.14 16 >999 240 Weight: 380 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 6-10-15 oc bracing. 4-19,4-16,7-16,7-13: 2x4 SP M 30, 1-20,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 4-19, 5-16, 7-13, 9-12, 2-20, 10-12 — REACTIONS. (size) 20=0-8-0, 11=0-8-0 Max Horz 20=251(LC 11) Max Uplift 20=-1115(LC 12), 11=-1099(LC 12) Max Grav 20=2101(LC 17), 11=2098(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1708/1225, 34=-1508/1162, 4-5=-2130/1593, 5-7=2130/1593, 7-8=-1707/1305, 8-9=-1939/1369,9-10=1567/995,10-11=-2008/1297 BOT CHORD 19-20=-583/1188, 17-19=-1068/2047, 16-17=1068/2047, 15-16=-1145/2060, 13-15=-1145/2060,12-13=-785/1332 WEBS 2-19=-356/979, 3-19=-227/499, 4-19=-1100/676, 4-17=0/286, 4-16=-248/486, 5-16=-309/321, 7-16=-107/283, 7-15=0/345, 7-13=-953/523, 8-13=-271/564, 9-13=-207/627,9-12=924/729,2-20=-1990/1304,10-12=-1031/1752 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 4-10-14, Interior(1) 4-10-14 to 9-8-0, Exterior(2R) 9-8-0 to 16-1-8, Interior(1) 16-1-8 to 34-M, Exterior(2R) 34-0-0 to 40-5-8, Interlor(1) 40-5-8 to 45-5-4 zone;C-C for members and This item has been forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signed and sealed and the 20=1115, 11=1099. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 3361D Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSI?plf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713157 77689 B ROOF SPECIAL 1 11 Job Reference (optional) �.nanwe,a nuaa, t- ,t"=—,--o uoz, r+r iFEW, 5x6 = 6.4"3u s Aug 1b ZUL1 MI I eK InaustneS, Inc. Wed Oct 20 12:21:38 2021 Pagel 5x6 = q.,A II q.,a — q..n — 10 5-11-4 Scale = 1:78.9 22 n 19 16 16 15 14 3x6 II 3x6 = 3x4 II 3x4 = 3x4 = 3x4 11 3x5 = 3x5 = 4x12 = 4x4 = 5x6 we = 154-7 5-11-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TP12014 CSI. TC 0.41 BC 0.63 WB 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.37 16-18 >999 360 -0.65 16-18 >696 240 0.11 12 n/a n/a 0.44 16-18 >999 240 PLATES GRIP MT20 2441190 Weight: 244 lb FT = 20% LUMBER- BRACING- TOP_CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BI " 'iDRD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. W,\ 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-19, 7-19, 9-11 — 3-22: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 22=0-8-0, 12=0-8-0 Max Horz 22=300(LC 11) Max Uplift 22=-1710(LC 12), 12=970(LC 12) Max Grav 22=2139(LC 20),12=1695(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1504/665, 3-4=-622/111, 4-5=-2385/1201, 5-7=-2385/1201, 7-8=-3311/1994, 8-9=4020/2456, 8-10=-449/1012, 10-11 =-383/837,11-12=-3053/1774 BOT CHORD 2-22=-522/1525, 21-22=-543/1509, 19-21=0/882, 18-19=-1555/3340, 16-18=-1555/3340, 15-16=-1654/3229,14-15=1444/2634.12-14=-1441/2652 WEBS 3-22=-2017/1840, 4-19=-1805/2337, 5-19=-405/479, 7-19=-1156/919, 7-18=0/303, 9-15=-288/173,9-10=-967/612,4-21=-1189/1414,3-21=1216/1498, 11-15=-365/917, 9-11=-3927/2393 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(21S) -14=0 to 3-0-13, Interior(1) 3-0-13 to 8-2-8, Exterior(2R) 8-2-8 to 12-7-5, Interior(1) 12-75 to 32-8-0, Extedor(2R) 32-8-0 to 37-0-13, Interior(1) 37-0-13 to 45-4-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom'chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 22=1710, 12=970. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1210 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 1140.68162 MiTek USA,,inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: n.-a..r..._ n4 nnne VIiWUGI G I,LVL 1 AL WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 MIMIC always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of muses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713158 77689 B1 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:39 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-1 ohVTzENBETdoVz7UEkjV7Q43AIAMmgTtVAGddyRWna r11i Q 5-0 8 6-4-0 10-2 8 17-9-12 22-0 0 26-2-4 31.8-8 2-8-0 38-0-12 44-0-0 45-4 '1-0-0 5-4-8 0-11 310-8 7-7 4 4-2 4 4-2 4 544 1 5-0-12 5 11 4 �-0 Scale =11- 5x8 = 6x8 = 3x4 II 4x8 = 44 = 6x8 = " 11 1 3x5 = y� 20 19 1. 17 16 — 14 13 3x4 II 3x4 = 46 = 3x8 = 3x4 II 4x6 = 5x10 = 3x4 = 3x5 = 19-9-0 I 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.43 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.88 16-17 >512 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.64 14-16 >708 240 Weight 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 .'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. 4-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-17 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 11=0-8-0 Max Horz 2=300(LC 11) Max Uplift 2=-736(LC 12), 20=-646(LC 12), 11=-970(LC 12) Max Grav 2=596(LC 1), 20=1684(LC 22), 11=1785(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-993/908, 34=-1830/1209, 4-5=-3495/1852, 5-7=-3492/1849, 7-8=-2986/1785, 8-9=-3328/1991, 9-10=3414/2178, 10-11=-3349/1933 BOT CHORD 2-20=-626/656, 19-20=626/656, 17-19=-674/1460, 16-17=-1423/3369, 14-16=-1423/3369, 13-14=-1152/2422, 11-13=-1589/2916 WEBS 3-20=-1619/590, 3-19=-111/1221, 4-19=-726/211, 4-17=-903/2327, 5-17=-917/525, 7-16=0/345,7-14=-824/125,8-14=-1553/968,9-14=-1070/2222,9-13=-636/719, 10-13=-383/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 10-2-8, Extedor(2R) 10-2-8 to 14-7-5, Interior(1) 14-7-5 to 32-8-0, Exterior(2R) 32-8-0 to 37-0-13, Interior(1) 37-0-13 to 45-4-0 zone; porch left This item has been exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=.1.60 plate grip DOL=1.60 loading electronically Signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain requirements specific to the use of this truss component. sealed by Velez, Joaquin, PE 4) 150.0Ib AC unit load placed on the top chord, 19-9-0 from left end, supported at two points, 3-0-0 apart. using a Digital Signature. 5) Provide adequate drainage to prevent water ponding. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' document are not considered 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. Signed and Sealed and the 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-7, 7-8 signature must be verified 9) Bottom chord live load (20.0 psf)'and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 On' any electronic copies. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Joaquin Velez PE No.68182 2=736, 20=646, 11=970. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTek USA, Inc. FL Cert 6634 8804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%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, see ANS11rPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713159 77689 B2 ATTIC 1 1 Job Reference (optional) Chambers truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:40 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCijz?nUO-V_FtglFOyXbUQf8B2yFy1 KzGIa5Q5Bpd59vpA4yRWnP r1 4-Q 6-4 8 12-2 8 17-9-12 22-0-0 26-2 4 31-9$ 37-7 8 44-0-0 15-4-Q 1 4-0 6-0 8 510-0 5-7 4 4-2 4 4-2 4 5-7_4 5-10-0 6-4-8 1 4-0 6x8 = 3x4 11 528 29 30 48 = , 44 = = 6 31732 8 6x8 1`J -- 1b - 16 15 13 12 3x5 — 3x4 II 3x4 = 46 =4x4 = 3x4 II 46 = 3x8 = 3x4 II Scale=1:76.3 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020fTP12014 CSI. TIC 0.81 BC 0.94 WB 1.00 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) -0.37 15-16 >999 360 Vert(CT) -0.74 15-16 >607 240 Horz(CT) 0.12 10 n/a n/a Wind(LL) 0.53 13-15 >851 240 PLATES GRIP MT20 244/190 Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. 4-6,6-8: 2x6 SP'No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B' ORD 2x4 SP M 30 V `, 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-8-0, 10=0-8-0 Max Horz 2=-321(LC 10) Max Uplift 2=-786(LC 12), 19=-600(LC 12), 10=-979(LC 12) Max Grav 2=730(LC 1), 19=1579(LC 18), 10=1829(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1377/1135, 3-4=-2150/1298, 4-5=-3017/1637, 5-7=-3013/1634, 7-8=-2579/1539, B-9=-2891/1624,9-10=-3422/1885 BOT CHORD 2-19=-863/984, 18-19=-863/984, 16-18=-734/1728, 15-16=-1128/2891, 13-15=-1128/2891, 12-13=-1538/2978,10-12=-1538/2978 WEBS 3-19=-1513/556, 3-18=0/1167, 4-18=-534/122, 4-16=-635/1750, 5-16=-895/472, 7-15=0/353, 7-13=-809/150, 8-13=-353/891, 9-13=-617/550 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 12-2-8, Exterior(21R) 12-2-8 to 18-5-3, Interior(1) 16-5-3 to 31-9-8, Exterior(21R) 31-9-8 to 38-0-3, Interior(1) 38-0-3 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4) 150.01b AC unit load placed on the top chord, 19-9-0 from left end, supported at two points, 3-0-0 apart. Sealed by Velez, Joaquin, PE 5) Provide adequate drainage to prevent water ponding. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • Printed C copies Of this This truss has been designed for a live 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. document are not Considered 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-7, 7-8 signed and sealed and the 9) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 signature must be verified 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=ib) 2=786, 19=600, on an electronic copies. v p 10=979: 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc.•FL.Cert 6634. 6604 Parke East Blvd, Tampa FL 33610 Date: October 21,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Nil' valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design 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 ANSIfrPlf Quality CrBerie,.DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713160 77689 B3 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL-34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:42 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-RNNd5_HGU9rCfzlZ9M IQ712bONooZ7ywZTOwEyyRWnN r1 4 Q 6-0-0 7 4 6 14-2 8 17-9-12 22-0-0 26-2 4 , 29-9-8 36-7$ 44-0-0 11.4 5 1 4-0 6-4-0 -0- 6-10-0 3-7 4 4-214 4-2.4 3-7-4 6-10-0 7.4-8 1 4-0 20 3x5 = 6.00 12 6x8 = 4x4 = 5 629 30 31 32 33 734 19 — 17 5x6 WB = 3x10 = 6x8 = 16 — 14 3x6 = 13 SM6 4-0 14-2 8 17-9-12 216 2-4 29-9 8 3% 8 44-0-0 . 7-10-8 3-7 4 8 4 8 3-7 4 6-10-0 7�-8 Plate Offsets (X,Y)-- [2:0-54,0-0-8], [4:0-3-0,Edge], [5:04-0,0-1-15], [8:0-1-12,0-3-8], [10:0-2-9,Edge] Scale =1 '-- - 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.32 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.65 16-17 >691 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.45 14-16 >994 240 Weight 251 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 'Except 5-8: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 11=0-8-0 Max Horz 20=-368(LC 10) Max Uplift 2=-738(LC 12), 20=-668(LC 12). 11=-981(LC 12) Max Grav 2=679(LC 1). 20=1657(LC 18), 11=1821(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. WEBS 1 Row at midpt 6-19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1378/980, 35=-2207/1251, 5-6=1897/1252, 6-7=-2565/1462, 7-8=-2564/1464, 8-9=-2711/1533, 9-11=3362/1869 BOT CHORD 2-20=-769/1228, 19-20=-737/952, 17-19=-921/2424, 16-17=-921/2424, 14-16=-945/2255, 13-14=-1509/2915,11-13=-1509/2915 WEBS 3-20=-1580/654, 3-19=0/1258, 5-19=-369/1050, 6-19=-1536/557, 6-17=-36/469, 7-16=-371/163, 8-16=-9/644, 8-14=-334/449, 9-14=-759/647, 9-13=0/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Intedor(1) 3-0-13 to 14-2-8, Exterior(21R) 14-2-8 to 20-5-3, Interior(1) 20-5-3 to 29-9-8, Exterior(2R) 29-9-8 to 36-0-3, Interior(1) 36-0-3 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) 150.01b AC unit load placed on the top chord, 19-9-0 from left end, supported at two points, 3-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-7, 7-8 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=738, 20=668, 11=981. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE, �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters andproperly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713161 77689 B4 ATTIC 1 1 Job Reference (optional) C; mbers Truss, Fort Herce, FL - 3496z, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:43 2021 Page 1 I D:pcN6P42xDi7i8n vCHKPCljz7nUO-vZxOJK1 uFSz3 H7tg4pffzbm WnALlag3n78UmOyR W nM r1- Q 5-9-3 10-11-13 . 16-2-8 17-9-1$ 22-M 26-2 4 27-9$ 33-0-3 38-2-13 44-0-0 45.4-0 1 4-0' S 9 3 off 4 7-13 5 2-11 1-7j1 4-2-0 42 4 1-7 4' 5 2-11 5-2-11 5 9-3 5x10 = 6.00 12 3x8 11 6 731 32 33 34 35 44 = 6x8 = 836 9 Scale = 1:77.6 zz - zu 19 18 17 3x5 G = 3x6 = 4x6 = 3x8 = 46 = 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate'Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.68 BC 0.73 WB 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.37 18-19 >999 360 -0.65 18-19 >692 240 0.12 13 n/a n/a 0.40 18 >999 240 PLATES GRIP MT20 244/190 Weight: 271 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. Bi, IORD 2x4 SP M 30 *Except* WEBS 1 Row at midpt 5-22, 6-19, 7-19 16-21: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 22=0-8-0, 13=0-8-0 Max Horz 2=-415(LC 10) Max Uplift 2=-699(LC 12), 22=-726(LC 12), 13=-984(LC 12) Max Grav 2=758(LC 19),22=2032(LC 18),13=2082(LC 19) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1567/863, 3-5=-1501/1109, 5-6=-2444/1276, 6-7=-2492/1378, 7-8=-2485/1373, 8-9=-2491/1413,9-10=2817/1489,10-12=-3664/1842,12-13=-3861/1928 BOT CHORD 2-22=-606/1080, 20-22=-755/1738, 19-20=-604/2014, 18-19=-767/2325, 17-18=-771/2323, 15-17=-1230/2867,13-15=-1583/3395 WEBS 3-22=-371/511, 5-22=-1826/323, 5-20=0/453, 6-19=-857/1952, 7-19=-1394/676, 8-18=-33/276, 8-17=-514/210, 9-17=-350/880, 10-17=-764/605, 10-15=244/650, 12-15=-363/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 16-2-8, Exterior(2R) 16-2-8 to 22-5-3, Interior(1) 22-5-3 to 27-9-8, Exterior(2R) 27-9-8 to 34-0-3, Interior(1) 34-0-3 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 150.01b AC unit load placed on the top chard, 19-9-0 from left end, supported at two points, 3-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 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, with BCDL = 10.0psf. 9) Ceiling dead load (5.0 psf) on member(s). 6-7, 7-8. 8-9 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=699, 22=726, 13=984. 12 " r'1C SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified On any electronic copies. Joaquin Velei PE No.68182 MiTek USA, Inc. FL Cert 66M 680dParke East Blvd. Tampa FL 33610 Date: n..t-h— 31 3n,�-i WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 iwiTek' Is always required for 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 ANSIMP11 QualHy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713162 77689 B5 ATTIC 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:45 2021 Page 1 17-9-12 61-'b��1i:3 Scale= 5x10 i SAO 6.00 12 6 31 32 7 20 19 — 17 16 "" 14 13 3x6 = 3x6 11 5x8 MT18HS = 5x6 WB = 4x8 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.58 BC 0.79 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deb Ud -0.74 14-16 >608 360 -1.20 14-16 >376 240 0.15 11 n/a n/a 0.76 14-16 >598 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight 261 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except` TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. BOT CHORD 2x4 SP M 30 'Except' WEBS 1 Row at midpt 5-17, 21-22, 7-14 15-18: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 21, 22 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 11=0-8-0 Max Horz 2=454(LC 11) Max Uplift 2=-1052(LC 12), 20=-1026(LC 11), 11=-1106(LC 12) Max Grav 2=2011(LC 19), 20=1240(LC 10), 11=2222(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4273/2007, 3-5=-3429/1856, 5-6=-2979/1743, 6-7=-2594/1629, 7-8=-371812265, 8-10=-3619/2014,10-11=-4186/2219 BOT CHORD 2-20=-1627/3472, 19-20=-1627/3472, 17-19=-1258/2765, 16-17=-976/2419, 14-16=-977/2414,13-14=-1833/3662,11-13= 1833/3662 WEBS 3-20=-1234/988, 3-19=955/1049, 5-19=-404/496, 5-17=-503/415, 17-21=-351/984, 6-21=-326/1026, 16-22=0/371, 7-22=0/412, 7-14=-902/1287, 8-14=-474/521, 10-14=-644/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 17-9-12, Exterjor(21R) 17-9-12 to 24-0-7, Interior(1) 24-0-7 to 26-4-9, Exterior(2R) 264-9 to 32-7-4, Interior(1) 32-74 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 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, with BCDL = 10.Opsf. 9) Ceiling dead load (5.0 psf) on member(s). 21-22 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ut=lb) 2=1052,20=1026,11=1106. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 4004 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTekrsD oonnectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713163 77689 B6 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 Is Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21 A6 2021 Page 1 ID:pcN6P42xDi7t8nvCHKPCljz?nUO-J8c8xM KmYNLe8abLOCM MHbDOd_FRVxnVU5M8NjyRWnJ 1.4 6 4-0 7 1- 13-7-13 20-2-8 23-9$ 30 4 36-10-13 44-0-0 54 1 4-0 6-0-0 9- 6-0-11 6.6-11 3 7-0 6 6-11 6 6-11 7-1-3 1 4-0 5x8 = 6.00 12 5x6 = 29 '"' 20 19 :--- 17 16 ---- 14 16 3x5 = 3x6 11 4x4 = 3x6 = 3x4 = 3x8 = 4x6 = 3x4 = 3x4 11 Scale=1:77.3 3x5 = Plate Offsets (X Y)-- 12:0-5-8 0-0-81 [6:0-6-0 0-2-8] [7:0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.16 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.28 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 ' 11 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.19 20-23 >396 240 Weight: 266 lb FT = 20% LUMBER- BRACING - TO CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc pudins. B( a")RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Wi 2x4 SP No.3 WEBS 1 Row at midpt 3-19, 5-17, 6-17, 8-16 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 11=0-8-0 Max Horz 2=-511(LC 10) Max Uplift 2=-288(LC 12), 20=-1374(LC 12), 11=-1019(LC 12) Max Grav 2=151(LC 21), 20=2243(LC 17), 11=1758(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-199/737,3-5=-1457/1057,5-6=-1553/1267,6-7=-1469/1298,7-8=-1678/1332, 8-10=-2423/1618,10-11=-3127/1885 BOT CHORD 2-20=-630/321, 19-20=-630/321, 17-19=-535/1450, 16-17=-474/1414, 14-16=-1064/2005, 13-14=-1520/2709, 11 A 3=1520/2709 WEBS 3-20=-2072/1368, 3-19=-910/1855, 5-19=-484/474, 6-16=-253/531, 7-16=-308/499, 8-16=-1060/733,8-14= 207/656,10-14=-802/528, 10-13=0/281 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 9CDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 20-2-8, Exterior(2E) 20-2-8 to 23-9-8, Exterior(2R) 23-9-8 to 30-0-3, Interior(1) 3043 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Velez, Joaquin; PE 6) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 2=288, 20=1374, 11=1019. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc..FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: nctnher 919n91 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2M0 BEFORE USE. • Design valid for use only with MiTek®ponnectors. This design is based only upon 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 pal 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 ANSUTP11 Quality Criteria, DSB-89 and, SCSI Bulldfng Component 6904 Parke East Blvd. Saferylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713164 77689 B7 COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MTek Industries, Inc. Wed Oct 20 12:21:47 2021 Page 1 I D:pcN6P42xDi 7i8nvCH KPCljz?nUO-oKAW8iLPJhT V IkAXywtbgpmYYOa9ESCfil6hwAyRW n I r1 4-Q 6 4 0 10-11-11 15-7-6 22-M 29-1-13 36-3-11 449-0 p54 114 TO 4-7-11 4-7-11 6:4-10 7-1-13 7-1-13 7$ 5 1-0 0 5x6 = 6.00 12 19 18 16 ." 14 3x6 — 6x8 = 4x6 = 3x8 = 3x6 = 9$-6 6-4-10 7-1-13 7-1-13 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.19 18-19 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.33 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.21 19-22 >369 240 LUMBER - TOP CHORD 2x4 SP M 30 BOY CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-8-0, 11=0-8-0 Max Horz 2=-552(LC 10) Max Uplift 2=-231(LC 12), 19=-1441(LC 12), 11=-1009(LC 12) Max Grav 2=115(LC 21), 19=2357(LC 17), 11=1746(LC 18) 13 Scale =1,` 3x5 = PLATES GRIP MT20 2441190 Weight: 253 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-11 oc bracing. WEBS 1 Row at micipt 4-19, 6-16, 7-16, 8-16, 10-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-361/870, 3-4=-126/780, 4-6=1490/1126, 6-7=-1526/1258, 7-8=-1484/1252, 8-10=-2282/1539,10-11=-3061/1843 BOT CHORD 2-19=-820/460, 18-19=324/1080, 16-18=508/1517, 14-16=-938/1865, 13-14=-1443/2643, 11-13=-1443/2643 WEBS 3-19=-404/545, 4-19=-2215/1197, 4-18=-285/766, 6-18=291/319, 7-16=-658/989, 8-16=-1146/777,8-14=-224/712,10-14=-886/588,10-13=0/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 22-0-0, Exterior(2R) 22-0-0 to 26-4-13, Interior(1) 26-4-13 to 454-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=231, 19=1441, 11=1009. 112 112 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 andfor chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS177PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city, Ply REED T25713165 77689 B8 COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.00 F12 5x6 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:49 2021 N6P42xDi7i8nvCHKPC Ijz7nUO-kj IHZNMfrljD72Kw3Lw3vErsyCGdiLOyA2bo_, 29-1-13 36-3-11 44-0-0 5 7-1-13 7-1-13 7-8-5 Scale=1:80.0 18 17 " 15 13 12 3x5 = 3x6 11 44 = 3x6 = 3x8 = 3x4 = 3x4 11 3x5 = 3x6 = 6-0-0 14-2-0 22-M 29-1-13 36-3-11 44-0-0 6-0-0 7-10-0 ' 7-10-0 7-1-13 7-1-13 7-8-5 Plate Offsets (X,Y)— [2:0-5-8,0-0-8), [8:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.16 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.27 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.19 18-21 >394 240 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. B' '',.ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. N, 2x4 SP No.3 WEBS 1 Row at midpt 3-17, 5-15, 6-15, 7-15, 9-13 REACTIONS. (size) 2=0-8-0, 18=0-8-0, 10=0-8-0 Max Horz 2=-552(LC 10) Max Uplift 2=-276(LC 12), 18=-1387(LC 12), 10=-1017(LC 12) Max Grav 2=155(LC 21), 18=2268(LC 17), 10=1755(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-222/771, 3-5=-1518/1084, 5-6=-1578/1264, 6-7=-1510/1272, 7-9=2299/1559, 9-10=-3082/1864 BOT CHORD 2-18=-677/340, 17-18=677/340, 15-17=-551/1515, 13-15=-955/1880, 12-13=-1461/2662, 10-12=-1461/2662 WEBS 3-18=-2088/1385, 3-17=-930/1904, 5-17=449/456, 6-15=-627/1005, 7-15=-1134/773, 7-13=-227/700, 9-13=-889/590, 9-12=0/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4,2psf, BCDL=3.0psf: h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 22-0-0, Exterior(2R) 22-0-0 to 26-4-13, Interior(1) 26-4-13 to 45-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Printed copies Of thus p 2=276, 18=1387, 10=1017. document are not considered signed and sealed and the sigriature'must be verified on any electronic copies. Joaguin Velez PE No.68182 MiTek USA, Inc -FL Cert 6634, gllp ;Parke East Blvd. Tampa FL $3810 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown; and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ' ANS11rP11 QualityCrBerla, DSB-89 and SCSI Bulld/ng Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713166 77689 B9 Common Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:50 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-CvsfnjNHccs4cBv6d2RIRR02YcbmRmj5OiKLW VyRWnF 7-8-5 14-10 3 22-M 27-2-11 325-5 37$-0 40 6-12 I 44-0-0 7 8-5 7-1-13 7-1-13 5-2-11 5-2-11 5-2-11 2-10-12 35-0 5x6 = 6.00 12 Scale = 1 19 18 11 <v 16 13 12 32 3x6 = 3x8 = 3x6 = 6x8 = 3x5 = 3x5 = 7-8-5 ' 7-1-13 7-1-13 7-10-0 7-10-0 ' 2-10-12 ' 3-54 ' LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.16 14-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.28 19-22 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.20 19-22 >999 240 Weight: 256 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-18, 4-16, 5-16, 6-16, 6-14, 8-13 REACTIONS. (size) 1=0-8-0, 13=0-8-0, 11=0-8-0 Max Horz 1=521(LC 24) Max Uplift 1=-885(LC 25), 13=-1715(LC 8), 11=-366(LC 6) Max Grav 1=1673(LC 13), 13=2493(LC 30), 11=238(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3063/1651, 24=-2286/1353, 4-5=-1495/1072, 5-6=1518/1092, 6-8=-1472/963, B-9=-377/791, 9-10=-5281739, 10-11=-347/760 BOT CHORD 1-19=-1345/3056, 18-19=-1345/3056, 16-18=-841/2265, 14-16=-459/1405, 13-14=-349/1016, 12-13=-636/364,11-12=-636/364 WEBS 2-19=0/315, 2-18=-901/573, 4-18=-221/701, 4-16=-1135/707, 5-16=-643/1007, 6-16=-305/263, 6-14=-358/218, 8-14=1631746, B-13=-2319/1356, 9-13=-310/315, 10-13=-538/621, 10-12=-378/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 3x4 MT20 unless otherwise indicated. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "This 3-6-0 by 2-0-0 electronically signed and 6) truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle tall wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) using a Digital Signature. 1=885, 13=1715, 11=366. Printed copies of this 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 lb down and 213 lb up at document are not considered 38-10-3, and 163 lb down and 213 lb up at 40-10-3, and 163 lb down and 213 lb up at 42-10-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Signed and Sealed and the 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signature must be Verified On any electronic copies. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cert6634 Uniform Loads (pif) Vert: 1-5=-54, 5-11=-54, 20-23=-20 6904 Parke East Blvd. Tampa FL $3610 Date; October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 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 p building design. Bracing indicated is to prevent buckling of Individual truss web andlor 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, see ANSI/rpll Quality Criteria, DSH-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713166 77689 B9 Common Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:50 2021 Page 2 ID:pcN6P42xDi7i8nvCHKPCljz?nU0-CvsfnjNHccs4cBv6d2RIRR02YcbmRmj5OiKLW VyRWnF LOAD CASE(S) Standard �Bntrated Loads (lb) Vert: 12=-163(F) 31=-163(F) 32=-163(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, 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 alwaysrequired for 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/rPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713167 77689 BA Common 2 1 Job Reference (optional) C:namoers I cuss, t-on Fierce, rL - J4VI5Z, t$.4JU S Aug 16 ZUZI mi I eK Industries, Inc. Weo Vct ZU 1Z:Zl:bl ZUZI 7-8-5 3 7-1-13 7-104 8-1-12 5x6 = 6.00 12 5 15 14 1J ZJ 12 11 z4 10 9 3x5 —_ 3x4 II 3x6 = 3x8 = 3x6 = 3x5 = 46 II 3x4 = 7-8-5 14-10-3 22-M 29-104 Scale =1- T Y LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.8B BC 0.58 WB 0.60 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defi Ud -0.17 12-14 >999 360 -0.29 12-14 >999 240 0.08 9 n/a n/a 0.21 15-18 >999 240 PLATES GRIP MT20 244/190 Weight: 221 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 1 Row at midpt 2-14, 4-12, 5-12, 7-12, 8-10 REACTIONS. (size) 1=Mechanical, 9=0-8-0 Max Horz 1=-436(LC 10) Max Uplift 1=-919(LC 12), 9=-935(LC 12) Max Grav 1=1708(LC 17), 9=1622(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3145/1953, 2-4=-2378/1620, 4-5=-1600/1321, 5-7=-1660/1321, 7-8=-1740/1209, 8-9=-1500/1110 BOT CHORD 1-15=-1784/3068, 14-15=-1784/3068, 12-14=-1267/2290, 10-12=-934/1495 WEBS 2-15=-2/314, 2-14=-886/627, 4-14=-244/698, 4-12=-1122/769, 5-12=-697/1084, 7-12=-388/293,7-10=-320/402,8-10=947/1558 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf,, h=19ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-9-10, Interior(1) 3-9-10 to 22-0-0, Exterior(2R) 22-0-0 to 25-9-10, Interior(1) 25-9-10 to 37-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component This item has been 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sealed by Velez, Joaquin, PE 6) Refer to girder(s) for truss to truss connections. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) p Printed copies of this 1=919, 9=935. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 $904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. f' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for 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 ANS11TRI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713168 77689 C Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:52 2021 Page 1 I D: pcN6P42xDi7i8nvCH KPC Ijz7nUO-8lzPCPPX7D6nsV3UITTm WsTM LPFQvfaOsOpSbNyR W n D 6.8-0 13.4.0 20-0-0 27-M 35&_ 43-8-0 6-" 6 8-0 7-2-0 7-2-0 7-10-0 8-1-12 6.00 12 5x6 = 17 16 15 " 13 "' 12 " — 10 9 3x6 11 5x10 = 5x8 MT18HS = 3x5 = 3x8 = 3x6 = 4x4 = 3x4 11 Scale=1:77.4 3x6 II Plate Offsets (X,Y)— [3:0-5-4,0-3-01, [4:0-4-0,0-3-01, [6:0-3-O,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.61 Vert(LL) -0.32 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.56 13-15 >918 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.40 13-15 >999 240 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP_ CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, B,' ; ORD 2x4 SP M 30 except end verticals. W 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. 1-17,8-9: 2x6 SP No.2, 1-16: 2x4 SP M 30 WEBS 1 Row at midpt 1-16, 3-16, 3-13, 4-12, 5-12, 7-12, 8-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 17=0-8-0, 9=0-8-0 Max Horz 17=356(LC 11) Max Uplift 17=-1062(LC 12), 9=-1055(LC 12) Max Grav 17=1811(LC 17), 9=1865(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-1 7=-1 706/1232. 1-2=-2649/1739, 2-3=-2649/1739, 3-4=-3110/2080, 4-5=-1953/1549, 5-7=-2004/1544,7-8=-2024/1382,8-9=-1741/1257 BOT CHORD 16-17=-339/372, 15-16=-2753/4646, 13-15=-2755/4637, 12-13=-1696/2966, 10-12=-1085/1725 WEBS 1-16=-1995/3648, 2-16=-396/438, 3-16=-2005/1262, 3-15=0/269, 3-13=-189911235, 4-13=-547/1206, 4-12=-1651/1108, 5-12=900/1400, 7-12=-304/245, 7-10=-413/465, 8-10=1105/1799 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 4-7-2, Interior(1) 4-7-2 to 27-8-0, Exterior(2R) 27-8-0 to 32-0-6, Interior(1) 32-0-6 to 43-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 This item has been plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=1062, 9=1055. On an electronic Copies. i p Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 88D4 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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. Additionaltemporary 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 ANSI1 P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply REED T26713169 77689 C1 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed\Oct 20 12:21:54 2021 Page 1 I D:pcN 6P42xDi7i8nvCH KPCijz7n U0.4h5Ac5QofrMV5pCtsuVEcHYioDxwNZm hJKIZfGyR W nB 7 8-0 IN 21 6-0 27-8-0 35 64 43-M 7-8-0 7-8-0 6-2-0 6-2-0 7-104 8-1-12 5x6 = �rn 17 16 10 14 13 Z3 12 11 L4 10 9 3x6 11 5x10 = 5x6 WB = 3x5 = 3x8 = 3x6 = 4x4 = 3x4 11 Scale = t; 3x6 11 7$-0 154-0 2" 0 27-8-0 35-04 43-M 7�-0 7.8-0 6-2-0 6-2-0 7-104 8-1-12 Plate Offsets (X,Y)-- (6:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.26 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.45 1344 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.33 13-14 >999 240 Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORp 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. 1-17,8-9: 2x6 SP No.2, 1-16: 2x4 SP M 30 WEBS 1 Row at midpt 1-16, 3-16, 3-13, 4-12, 5-12, 7-12, 8-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 17=0-8-0, 9=0-8-0 Max Horz 17=334(LC 11) Max Uplift 17=-1069(LC 12), 9=-1048(LC 12) Max Grav 17=1786(LC 17), 9=1877(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1669/1242, 1-2=-2353/1576, 2-3=-2353/1576, 3-4=-2853/1976, 4-5=-1954/1546,.. 5-7=-1979/1533,7-8=-2039/1374,8-9=-1754/1251 BOT CHORD 16-17=-317/346, 14-16=-2318/3934, 13-14=-2320/3927, 12-13=-1558/2730, 10-12=-1078/1730 WEBS 1-1 6=-1 851/2771, 2-16=-465/511, 3-16=-1582/1037, 3-14=0/273, 3-13=-1528/1000, 4-13=586/1190, 4-12=-1523/1036, 5-12=-921/1400, 7-12=-296/239, 7-10=-413/463, 8-10=-1097/1783 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-7-2, Interior(1) 4-7-2 to 27-8-0, Exterior(2R) This item has been 27-8-0 to 32-0-6, Interior(1) 32-0-6 to 43-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically Signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpleS Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document 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 are not considered will fit between the bottom chord and any other members, with BCDL=10.0psf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Signature must be verified 17=1069, 9=1048. on any electronic Copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL.Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design -parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSIM11 Quality Criteria,.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avattable from Tres Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 , Job Truss Truss Type Qty Ply REED ' T25713170 77689 C2 Roof Special 1 1 Job Reference (optional) L,namoers Truss, Fort Pierce, FL - snatiz, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:55 2021 Page 1 ID: pcN6P42xDi7i8nvCHKPCljz?nUO-ZtfYgRRQQ8UMjzn3Qbl T8V5tXdGe6?JgY_26CiyRWnA 5-11-11 11-7-13 17�-0 22 6-0 27-8-0 35��1 43 8-0 5-11-11 5 8 3 5_8-3 5-2-0 5-2-0 7-10-0 8-1-12 5x6 = 6.00 12 Scale = 1:78.1 T N M 18 -- - _ 15 — 14 „' 12 11 6x8 = 4x4 = 4x6 = 5x8 = • 3x8 = 3x6 = 4x4 = 43-M 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020fTP12014 CSI. TC 0.62 BC 0.77 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft L/d -0.49 14-15 >999 360 -0.83 14-15 >625 240 0.10 11 n/a n/a 0.31 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 287 lb FT = 20% LUMBER- BRACING - TOP_ CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, B , ' "- ORD 2x4 SP M 30 except end verticals. Vt 2x4 SP No.3 `Except BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. 1-18,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-18, 5-15, 6-15, 6-14, 7-14, 9-14, 10-12 REACTIONS. (size) 18=0-8-0, 11=0-8-0 Max Horz 18=312(LC 11) Max Uplift 18=-1077(LC 12), 11=1040(LC 12) Max Grav 18=1856(LC 18), 11=1926(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2213/1397, 4-5=-3321/2150, 5-6=-3810/2534, 6-7=2033/1541, 7-9=-2027/1517, 9-10=-2092/1365,10-11=-1795/1243 BOT CHORD 17-18=-877/1800, 15-17=-1577/2894, 14-15=-1429/2555, 12-14=-1071/1778 WEBS 2-18=-2211/1498, 2-17=-777/1463, 4-17=-1071/836, 4-15=-570/940, 5-15=-1924/1401, 6-15=-1092/1930, 6-14=-1377/999, 7-14=-947/1471, 9-14=-273/248, 9-12=-426/455, 10-12=-1089/1818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-7-2, Interior(1) 4-7-2 to 27-8-0, Exterior(2R) 27-8-0 to 32-0-6, Interior(1) 32-0-6.to 43-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • using a Digital Signature. 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 fit between bottom Printed copies of this P will the chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) document are not considered 18=1077,11=1040. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL_ $3610 bate: October 21,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. • i Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW ahvaysaequired for 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/rPIf Quality Criteria, DSB-89 and SCSI Building Component 6964 Parke East Blvd. Safety Information available from Truss Plate Institute; 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713171 77689 C3 Roof Special 1 1 Job Reference op tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:56 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-13Dw1 nS2BScDK6MG_JYihie2JOcKrCi4znengk8yRWn9 6-7-11 1111-13 19�-0 23-0-0 V4I-0 35�� 43-8-0 6-7-11 64-3 613.3 4-2-0 4-2-0 7-104 8-1-12 5x6 = 6.00 12 Scale =1 -' 18 Z4 Zb 1r Zb 1b Zr 15 Zb Za 14 la Jo 12 11 6x8 = 4x4 =, 4x6 = 5x8 = 3x8 = 3x6 = 4x4 = 8-1-12 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 cSl. TC 0.61 BC 0.74 WB 0.98 Matrix -MS DEFL. in (loc) I/defi Ud Vert(LL) -0.29 14-15 >999 360 Vert(CT) -0.48 17-18 >999 240 Horz(CT) 0.09 11 n/a We Wind(LL) 0.27 15 >999 240 PLATES GRIP MT20 244/190 Weight 297 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. 1-18,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-18, 4-17, 5-15, 6-15, 6-14, 7-14, 9-14, 10-12 REACTIONS. (size) 18=0-8-0, 11=0-8-0 Max Horz 18=290(LC 11) Max Uplift 18=-1086(LC 12), 11=-1031(LC 12) Max Grav 18=1893(LC 18), 11=1948(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2111/1307, 4-5=-2991/1940, 5-6=-3402/2277, 6-7=2038/1534, 7-9=-2044/1497, 9-10=-2124/1348,10-11=-1822/1230 BOT CHORD 17-18=-756/1685,15-17=-1386/2635,14-15=-1288/2375,12-14=-1056/1806 WEBS 2-18=-2174/1455, 2-17=-722/1424, 4-17=940/790, 4-15=-452/728, 5-15=-1691/1284, 6-15=-990/1721,6-14=-1342/945,7-14=-964/1476,9-14=-270/249,9-12=-417/454, 10-1 2=-1 077/1851 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-7-2, Interior(1) 4-7-2 to 27-8-0, Exterior(21R) 27-8-0 to 32-0-6, Interior(1) 32-0-6 to 43-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Sealed by Velez, Joaquin, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 18=1086, 11=1031. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 andfor chord members only. Additional temporary and permanent bracing iwniTek' Is always required for 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 ANS111rPl1 Quality Crite7a,..DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Type Qty, Ply REED T25713172 77689 D Piggyback Base 2 1 Job Reference (optional) • • ---. • -• • • •-•• - -^- 0—V s Mug io cUZ-r Mi i eK meusmes, Inc. Wea Uct zu 1z:z1:b6 zUz1 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-zSLgSSTIj3sxaQWe5jaBm7jMTgLOJKrGEyGmolyRWn7 5-11-12 11-8-0 18-9-14 25-10-0 32-10-2 40-0-0 47-8-0 5-11-12 5-8-0 7-1-14 7-0-2 7-0-2 7-1-14 7-8-0 5x8 MT18HS = 3x8 = 5x12 MT18HS = 3x4 II 5x8 MT18HS = 3x4 II 6.00 12 3 421 5 6 22 723 24 8 46 Scale=1:83.1 19 -' 18 17 '" 15 - 14 of io 12 az a3 11 34 35 3610 6x8 11 45 = 3x5 = 3x6 = 4x8 = 3x4 11 4x8 = 4x5 = 6x8 11 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-070 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TP12014 CSI. TC 0.76 BC 0.57 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Lid -0.17 14-15 >999 360 -0.28 14-15 >999 240 -0.13 10 n/a n/a 0.45 12-14 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight 378 lb FT = 20% LUMBER- BRACING - TOP _CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, B' ,' " 1DRD 2x4 SP M 30 except end verticals. N' 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-M oc bracing. 3-15,5-15,5-12,8-12,9-11: 2x4 SP M 30, 1-19,9-10: 2x6 SP No.2 WEBS 1 Row at midpt 2-18, 2-17, 3-17, 3-15, 4-15, 5-15, 5-14, 5-12, 7-12, 8-11, 9-10 2 Rows at 1/3 pis 8-12, 1-18, 9-11 REACTIONS. (size) 19=0-8-0, 10=0-8-0 Max Horz 19=-232(LC 10) Max Uplift 19=-2216(LC 12), 10=2250(LC 12) Max Grav 19=2025(LC 2), 10=2068(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1525/3160, 2-3=-1921/4102, 3-4=-2164/4746, 4-5=-2164/4746, 5-7=-1939/4268, 7-8=-1939/4268,8-9=-1448/3026,1-19=-1934/3969,9-10=-1910/3943 BOT CHORD 17-18=-2867/1318, 15-17=3458/1659, 14-15=-0596/2257, 12-14=-4596/2257, 11-12=-2528/1218 WEBS 2-18=-923/1669, 2-17=1056/635, 3-17=-316/171, 3-15=1830/972, 4-15=-417/484, 5-15=-221/291, 5-14=-801/408, 5-12=606/1198, 7-12=-416/467, 8-12=2663/1344, 8-11 =-798/1350, 1-18=-3587/1739, 9-11 =3399/1647 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 4-11-15, Interior(1) 4-11-15 to 11-8-0, Exterior(21R) This item has been 11-6-0 to 18-4-14, Interior(1) 18-4-14 to 40-M, Exterior(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 47-5-4 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 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by. Velez, Joaquin, PE to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sisi signature must be verified ie 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=2216,10=2250. an electronic y copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6964 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5I19l2020 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of theses and truss systems, see ANSUTp11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713173 77689 D1 Piggyback Base 1 1 Job Reference (optional) Chambers T russ, Fort Pierce, FL - 34WUZ, VAJU s Aug la ZUZi MI I eK Inaus[nes, inc. wea VCt zu iz:zi:au zuzi rage i I D:pcN6P42xD i7i8nvCHKP C Ijz7nUO-Reu3goUwU N_oBa5rfR5QJLFaZEij2spQTcOKLTyRW n6 511-12 11-8-0 , 18-9-14 2510-0 32-10-2 , or 47.8-0 5-11-12 58 -0 7-1-14 7-0-2 7-0-2 7-1-14 7-" 5x8 = 6.00 F12 3 4x8 3x4 11 3x8 = 3x6 = 3x4 11 421 5 6 22 723 Scale = 1r 5x8 = 24 8 26 19 18 �r 17 1e 15 �0 14 Le 10 12 °u 11 O1 10 3x6 II 4x5 = 3x5 = 3x6 = 4x8 = 3x4 II 4x8 = 4x5 = 3x6 11 IF 6�f6Fa 4 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.17 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.28 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.17 14-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 3-15,5-15,5-12,8-12: 2x4 SP M 30, 1-19,9-10: 2x6 SP No.2 WEBS REACTIONS. (size) 19=0-8-0,10=0-8-0 Max Horz 19=-232(LC 10) Max Uplift 19=1140(LC 12), 10=1173(LC 12) Max Grav 19=2198(LC 17), 10=2169(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1646/1030, 2-3=-2060/1421, 34=-2275/1651, 4-5=-2275/1651, 5-7=-1987/1493, 7-8=-1987/1493, 8-9=-1503/1025, 1-19=-2106/1341, 9-10=-2010/1395 BOT CHORD 17-18=-959/1576, 15-17=-1067/1870, 14-15=-1398/2389, 12-14=-1398/2389, 11-12=-749/1244 WEBS 2-18=-995/756, 2-17=-220/679, 3-17=-316/215, 3-15=-562/1014, 4-15=-417/486, 5-15=-253/78, 5-14=0/408, 5-12=-674/374, 7-12=-417/467, 8-12=-850/1421, 8-11=-823/736,1-18=-1071/1845,9-11=-998/1693 47- -O 7-8-0 PLATES GRIP MT20 244/190 Weight: 378 lb FT = 20% Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-3-1 oc bracing. 1 Row at micipt 2-18, 3-17, 3-15, 4-15, 5-15, 5-12, 7-12, 8-12, 8-11, 1-18, 9-10, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 4-11-15, Interior(1) 4-11-15 to 11-8-0, Exterior(2R) 11-8-0 to 18-4-14, Interior(1) 18-4-14 to 40-M, Exterior(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 47-5-4 zone;C-C for members This item has been and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=1b) signed and sealed and the 19=1140, 10=1173. signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with Mirek® connectors. This design Is based only upon 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 ANSUM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713174 77689 D2 Hip 1 1 Job Reference (optional) Vim, Lr ,oioc, �� ��o�. m43u S Aug is zuzl mi I eK mdustnes, Inc. wed Oct 20 12:22:00 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-vrSRt8VYFh6fpkg1 D8cfrYollel ynJ2ZiGfttvyRWn5 5-11-12 1141-0 18-9-14 2510-0 32-1%2 40-0-0 47-8-0 511-12 5�-0 7-1-14 7-0-2 7-0-2 7-1-14 7-M Scale - 1:82.5 5x8 = 3x4 II 3x8 =3x6 = 3x4 II 5x8 — 6.00 12 3 421 5 6 22 723 24 8 — 4x8 26 19 18 17 — 15 14 " " 12 'v 11 31 10 3x6 11 4x5 = 3x5 = 3x6 = 48 = 3x4 14x8 = 4x5 = 3x6 11 3x6 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.28 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wlnd(LL) 0.17 14-15 >999 240 Weight: 378 lb FT = 20% LUMBER- BRACING - TOP_ CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, B, ' LORD 2x4 SP M 30 except end verticals. N 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-3-1 oc bracing. 3-15,5-15,5-12,8-12: 2x4 SP M 30, 1-19,9-10: 2x6 SP No.2 WEBS 1 Row at midpt 2-18, 3-17, 3-15, 4-15, 5-15, 5-12, 7-12, 8-12, 8-11, 1-18, 9-10, 9-11 REACTIONS. (size) 19=0-8-0, 10=0-8-0 Max Horz 19=-232(LC 10) Max Uplift 19=-1140(LC 12), 10=1173(LC 12) Max Grav 19=2198(LC 17). 10=2169(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1646/1030, 2-3=-2060/1421, 3-4=-2275/1651, 4-5=2275/1651, 5-7=-1987/1493, 7-8=-1987/1493, 8-9=-1503/1025,1-19=-2106/1341, 9-10=-2010/1395 BOT CHORD 17-18=-959/1576, 15-17=-1067/1870, 14-15=-1398/2389, 12-14=-1398/2389, 11-12=-749/1244 WEBS 2-18=-995/756, 2-17=-220/679, 3-17=-316/215, 3-15=-562/1014, 4-15=-417/486, 5-15=-253/78, 5-14=0/408, 5-12=-674/374, 7-12=-417/467, 8-12=-850/1421. 8-11 =-823/736, 1 -1 8=-1 071/1845, 9-11 =-998/1693 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12'to 4-11-15, Interior(1) 4-11-15 to 11-8-0, Exterior(2R) 11-8-0 to 18-4-14, Interior(1) 184-14 to 40-M, Exterior(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 47-5-4 zone;C-C for members This item has been and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. Sealed'by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' COp d copies Of this 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 chordPrinted and any other members, with BCDL = 10.0psf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 19=1140, 10=1173. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke EBet Blvd. Temp4FL 33.610 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 Mew always required for 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 ANSU7P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713175 77689 D3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:01 2021 Page 1 ID:hJIPuPurtpcl YO_7ixaFL3ytu6R-N10p5U WBO_EWRuFDms7uOmLw91 KcWiSjwwVRPMyRWn4 4-11-12 9�-0 17-7.4 25-0-12 33�-0 35-8-0 , 41_" 47A0 4-1� 1-12 4' 8� T 7-1113 7-9 8 I 7-11� 2-0-0 5-10� 6-1-12 5x6 = 3x4 11 5x12 = 3x8 = 3x6 = 5x6 = Scale = t,� 19 zb Zr 18 za it 16 zs 15 Ju 14 13 °G 12 11 6x8 = 3x8 = 3x6 = 3x8 = 3x10 = 45 = 3x6 11 3x4 11 3x6 = 9 8-0 17-7-4 25� 12 331-0 41-0� 47$-0 9-8-0 7-11-4 7-9 8 7-11-0 8-2.4 6-1-12 Plate Offsets (X,Y)— [3:0-4-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.32 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.67 Vert(CT) -0.52 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.23 15 >999 240 Weight 362 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except" BOT CHORD Rigid ceiling directly applied or 6-1-13 oc bracing. 4-18,4-15,7-15: 2x4 SP M 30, 1-19,10-11: 2x6 SP�No.2 WEBS 1 Row at midpt 4-18, 6-15, 7-13, 8-13, 9-12, 2-19, 10-12 — REACTIONS. (size) 19=0-8-0, 11=0-8-0 Max Horz 19=-283(LC 10) Max Uplift 19=-1156(LC 12), 11=1156(LC 12) Max Grav 19=2184(LC 17), 11 =2157(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1961/1415,3-4=-1740/1339,4-6=-2558/1891,6-7=-2558/1891,7-8=-2434/1851, 8-9=-2059/1510, 9-1 0=-1 647/1070, 10-11=-2077/1362 BOT CHORD 18-19=-822/1400, 16-18=-1430/2526, 15-16= 1430/2526, 13-1 5=-1 267/2155, 12-13=-866/1402 WEBS 2-18=-394/978,3-18=-207/560,4-18=-12541753,4-16=0/419,4-15=-144/328. 6-15=453/480, 7-15=416/747, 7-13=1814/1412, 8-13=1236/1783, 9-13=-215/654, 9-12=-889/788, 2-19=-2150/1442, 10-12=1 126/1823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-10-13, Interior(1) 4-10-13 to 9-8-0, Exterior(2R) 9-8-0 to 14-5-3, Interior(1) 14-5-3 to 35-8-0, Exterjor(21R) 35-8-0 to 40-5-3, Interior(1) 40-5-3 to 47-5-4 zone;C-C for members and This item has been forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) Provide adequate drainage to prevent water ponding. using. a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) signed and sealed and the 19=1166, 11=1156. signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Wilk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 21,2021 ' ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 fabdcetion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarefy Infonnatlon available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type aty Ply REED T25713176 77689 D4 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34962, 6.430 S Aug 16 ZU21 MI I eK industries, Inc. Wea UCt ZU 12:ZZ:03 2021 Page 1 I D:pcN6P42xDi7i8nvCHKPC Ijz?n UO-KP8ZVAXRYcU DgBOcuHAMTBQEZrOe_dx?OE_XUEyR Wn2 7.8-0 15-7-4 23 12 31-4-0 35$-0 43�6-4 51-8-0 7-8-0 7-11 4 7-9-8 7-11-0 4 4 0 7-1044 8-1-12 ,I �as 3x8 = 5x10 = 5x6 = 5YB = 7 Scale=1:92.9 20 19 27 18 28 17 16 29 15 30 14 13 31 12 11 3x6 11 4x5 = 6x8 = 3x4 11 4x6 = 3x5 = 48 = 3x8 = 3x6 11 7-9-8 7-114 144-0 46 = 1.1551a LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.68 BC 0.69 WB 6.85 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) -0.33 15-17 >999 360 Vert(CT) -0.56 15-17 >999 240 Horz(CT) 0.13 11 n/a n/a Wind(LL) 0.33 15-17 >999 240 PLATES GRIP MT20 244/190 Weight: 360 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-8 cc purlins, BC,' `ORD 2x4 SP M 30 except end verticals. W_ 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-9 cc bracing. 1-20,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-19, 2-18, 3-18, 5-18, 5-15, 7-14, 8-14, 1-19,10-12 2 Rows at 1/3 pts 6-14 REACTIONS. (size) 20=0-8-0, 11=0-8-0 Max Horz 20=340(LC 11) Max Uplift 20=-1265(LC 12). 11=1244(LC 12) Max Grav 20=2284(LC 17). 11=2348(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1960/1376, 2-3=-2774/2071, 3-5=-2771/2068, 5-6=-3222/2296, 6-7=-2663/1975, 7-8=-2663/1913, 8-10=-2623/1673,1-20=2170/1564, 10-11=-2226/1493 BOT CHORD 19-20=-340/368, 18-19=-95B/1884, 17-18=-1945/3396, 15-17=-1945/3396, 14-15=-1873/3171, 12-14=1363/2250 WEBS 2-19=-769/750, 2-18=-1092/1775, 3-18=-438/513, 5-18=-856/470, 5-17=0/461, 5-15=-342/128, 6-15=-58/499, 6-14=-2050/1407, 7-14=-1316/2029, 8-14=-211/257, 8-12=-541/581, 1-19=-1241/1975, 10-12=1411/2328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=52ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 5-4-12, Interior(1) 5-4-12 to 7-8-0, Exterior(2R) This item has been 7-8-0 to 12-10-0, Interior(1) 12-10-0 to 35-8-0, Exterior(2R) 35-8-0 to 40-10-0, Interior(1) 40-10-0 to 51-5-4 zone;C-C for members forces & MWFRS for Lumber DOL=1.60 DOL=1.60 electronically signed and and reactions shown; plate grip 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COp1eS Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • document are not considered 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. Signed and Sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature' must be verified 20=1265, 11=1244. on any electronic copies. Joaquin Velez FE No.68162 MiTek USA, Inc. FL.Ced 6634 6904 Parke Ea3t Blvd. Tampa FL 33610 bate: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for, an Individual building component, not a truss system. Before use. -the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bullding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �AAtTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IY� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED T25713177 77689 D5 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:04 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7n U O-ociyj W Y3Jvc41 LzoS_hbOOzORFLUj4V9cuj5OhyRW n 1 13-7-4 2111-12 29�-0 35$-0 436-0 5�-0 7-11-0 7-9$ 7-11 4 6�-0 7-10 4 8-1-12 Scale = 1,�" 5x6 = T N 00 21 20 Y6 19 10 za 17 1b 15 su 14 13 31 12 11 3x6 II 4x5 = 5x6 WB = 3x4 II 5x6 WB = 3x5 = 4x8 = 3x8 = 3x6 II 5x8 = 3x6 = 5 8-0 13-7.4 211-12 29�-0 35 8-0 43 6 4 11 -M 5.8-0 7-114 7-9-8 7-11.4 6�-0 7-10-4 8-1-12 Plate Offsets (X,Y)— [2:0-5-8,0-2-4], [8:0-3-0,Edge], r12:0-3-8,0-1-8] LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.36 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.60 15-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.14 11 Na n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.38 15-17 >999 240 Weight 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except* BOT CHORD Rigid ceiling directly applied or 4-11-4 oc bracing. 1-21,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-20, 2-19, 5-19, 5-15, 7-14, 9-14, 1-20, -- OTHERS 2x4 SP No.3 10-12 2 Rows at 1/3 pts 6-14 REACTIONS. (size) 21=0-8-0, 11=0-8-0 Max Horz 21=340(LC 11) Max Uplift 21=-1265(LC 12), 11=1244(LC 12) Max Grav 21=2270(LC 17), 11=2326(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1684/1190, 2-3=-2859/2084, 3-5=-2859/2084, 5-6=-3686/2559, 6-7=-2663/1942, 7-9=-2630/1928, 9-10=-2594/1684, 1-21=-2198/1665, 10-11=-2202/1503 BOT CHORD 20-21=-341/350,19-20=-836/1661, 17-19=-2185/3753,15-17=-2185/3753, 14-15=-2231/3711,12-14=-135712225 WEBS 2-20=-10111902, 2-19=1314/2094, 3-19=446/527, 5-19=-1122/653, 5-17=0/447, 6-15=-25/366, 6-14=-2262/1529, 7-14=-1228/1987, 9-14=-222/276, 9-12=-543/577, 1-20=-1263/1938, 10-12=-1405/2300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 5-8-0, Exterior(21R) 5-8-0 to 10-10-0, Interior(1) This item has been 10-10-0 to 35-8-0, Extedor(2R) 35-8-0 to 40-10-0, Interior(1) 40-10-0 to 51-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Velez, Joaquin, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document 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 are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) signature must be verified 21=1265, 11=1244. on any electronic copies. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MIek® connectors. This design Is based only upon 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 AiTek building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713178 77689 E COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:06 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-GoGKWSZh3DkxWVY ?iCgYcVbpflXShRlrYTeY7yRWnO 5-10-0 11-8-0 13-M 1�� 0 5-10-0 5-10-0 1 4-0 5x6 = Scale=1:23.0 3x4 = 3x4 = - 5-10-0 5-10-0 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [4:0-0-8,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 0.57 Vert(LL) 0.16 6-12 >854 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.06 6-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 46 lb FT = 20% LUMBER- BRACING - TOP -CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Bi.- ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. W 2x4 SP No.3 REACTIONS. (size) 2=0.", 4=0-8-0 Max Horz 2=-148(LC 10) Max Uplift 2=-670(LC 12), 4=-670(LC 12) Max Gram 2=504(LC 1), 4=504(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-596/1861, 3-4=-596/1861 BOT CHORD 2-6=-1412/479, 4-6=-1412/479 WEBS 3-6=-1010/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1=8-0, Interior(1) 1-8-0 to 5-10-0, Extedor(2R) 5-10-0 to 8-10-0, Interior(1) 8-10-0 to 13-0-0 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide This item has been 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 Ot=lb) electronically signed and 2=670, 4=670. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 114o.68182 MiTek USA, Inc. FL Cart 6834 6804 Parke toast Blvd. Tampa FL $3610 Dale: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 Nil a truss system. Before use, the building designer must verify the applicability ofdeslgn parameters and properly Incorporate this design Into 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 ANS171"Plf QualityCrlteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713179 77689 F Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:06 2021 Page 1 14-0 ' 4-9-4 4-2-12 74-0 4-2-12 4-94 4x6 = 4x8 = 4 19 20 5 3x5 -:�- 3x8 = 3x6 = 3x4 = 3x5 9-0-0 164-0 254-0 9-M 74-0 9-M LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.12 9-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.27 9-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 9-11 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0.M Max Horz 2=-217(LC 10) Max Uplift 2=-739(LC 12), 7=-739(LC 12) Max Gram 2=1009(LC 1), 7=1009(LC 1) Scale = 1 PLATES GRIP MT20 244/190 Weight: 1221b FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-10 cc bracing. WEBS 1 Row atmid pt 5-11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1681/1354, 3-4=-1424/1143, 4-5=-1236/1109, 5-6=1423/1143, 6-7=-1680/1354 BOT CHORD 2-11=-1052/1514, 9-11=-747/1236, 7-9=-1087/1481 WEBS 3-11=-344/388, 4-11=-120/387, 5-9=-134/387, 6-9=-345/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(21R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 16-4-0, Exterior(2R) 164-0 to 20-8-11, Interior(1) 20-8-11 to 26-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=739, 7=739. Io This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd, Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 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 ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job . Truss Truss Type Oty Ply REED T25713180 77689 F1 Hip 1 1 Job Reference (optional) 31 s truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:08 2021 ID:pcN6P42xDi7i8nvCHKPCIjz7nUO-gNxSZtbaM87WnyHZhglXAE7AysoVf hIXWh16: 4-0 5-91 11-0-0 14-4-0 19-6-12 25-4-0 2 1-0 5-94 5-2-12 34-0 5-2-12 5-9.4 44 = 4x4 = Scale=1:45.6 3x4 = 2x3 11 4x6 = 3x4 = 3x4 = 2x3 11 3x4 = 5-9-4 5-2-12 34-0 5-2-12 5-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.12 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.18 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix -MS Wind(LL) 0.11 11-13 >999 240 Weight: 125lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 N 2x4 SP No.3 / R-."'.DNS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-259(LC 10) Max Uplift 2=-739(LC 12), 7=-739(LC 12) .Max Grav 2=1162(LC 17), 7=1962(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-24 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1952/1297, 3-4=-1392/1046, 4-5=-1204/1009, 5-6=1392/1046, 6-7=-1953/1297 BOT CHORD 2-13=-987/1888, 11-13=-987/1888, 10-11=-582/1282, 9-10=1023/1695, 7-9=-1023/1695 WEBS 3-13=0/250, 3-11=-702/508, 4-11=-211/427, 5-10=-211/427, 6-10=-703/508, 6-9=0/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2E) 11-0-0 to 14-4-0, Extedor(2R) 144-0 to 18-6-15, Interior(1) 18-6-15 to 26-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=739,7=739. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 Mi rek USA Inc. FL Cart 6834 6904, Parke East Blvd. Tampa FL 33610 Date: October 21,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MI7ek0 connectors. This design Is based only upon 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 ' ANSI111"Pl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713181 77689 F2 Common 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:09 2021 Page 1 ID:pcN6P42xDi7i8nvCHKP Cljz7nUO-8ZVrmDcC7SF N O6sm EXHmjSgJQG6SOQTu mARsguyRW my 6-7-4 12-8-0 18-8-12 25-0-0 26-" 1 4-0 6-7.4 6-0-12 6-0-12 6-74 14-0 Scale =1." 4x5 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.40 BC 0.47 WB 0.52 Matrix -MS DEFL. in (loc) I/defi Lid Vert(LL) -0.12 8-10 >999 360 Vert(CT) -0.24 10-13 >999 240 Horz(CT) 0.04 6 n/a n/a Wind(LL) 0.11 10-13 >999 240 PLATES GRIP MT20 2441190 Weight 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-293(LC 10) Max Uplift 2=-739(LC 12), 6=-739(LC 12) Max Grav 2=1153(LC 17), 6=1153(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1815/1341, 3-4=-1666/1310, 4-5=-1667/1310, 5-6=1816/1341 BOT CHORD 2-10=-1013/1792, 8-10=-506/1130, 6-8=-1038/1580 WEBS 4-8=-474/818, 5-8=-419/517, 4-10=474/816, 3-10=-419/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-", Interior(1) 1-8-0 to 12-8-0, Exterior(2R) 12-8-0 to 15-8-0. Interior(1) 15-8-0 to 26-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) electronically signed and 2=739, 6=739. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez- PE No.68162 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicablilty of design parameters and properly Incorporate this design Into 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 cf trusses and truss systems, see ANSI?P/1 Quaky Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689 F3 Common 6 1 T25713182 Job Reference (optional) O1 ^� 6.43u s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:10 2021 Page 1 I D: pcN6P42xDi 7i8nvCHKP Cljz?n UO-dm3 DzZcqu IN EO G RyoFo?FfDU2gSY7tV 1?qAP DKyRW mx -1-4-0 6-7-4 12-M 18.8-12 25-4-0 1-0-0 6-7-4 6-0-12 6-0-12 6-7.4 3x4 = 3x4 = 3x6 = 4x5 = 3x4 = Scale=1:44.6 3x4 = I� 0 1 8-7-8 t3-1 0 8-7 8 Plate Offsets (X,Y)-- [2:0-0-8,Edge1, [6:0-0-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.12 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 425 7-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.04 6 We n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.14 7-12 >999 240 Weight: 115 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc puffins. —s-,, E.. � IORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. V` 2x4 SP No.3 REACTIONS. (size) 6=0-8-0, 2=0-8-0 Max Horz 2=288(LC 11) Max Uplift 6=-617(LC 12), 2=-742(LC 12) Max Grav 6=1085(LC 18), 2=1153(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1816/1354, 3-4=-1667/1324, 4-5=-1678/1349, 5-6=1828/1378 BOT CHORD 2-9=-1110/1776, 7-9=-579/1114, 6-7=-1102/1589 WEBS 4-7=-486/828, 5-7=-424/524, 4-9=-470/816, 3-9=-419/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 1-8-0, Interjor(1) 1-8-0 to 12-8-0, Extedor(2R) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 254-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) electronically signed and 6=617, 2=742. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is foren 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 AMiT®k� 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 bracing of trusses and truss systems, see ANSIy?Plf Quality Criteria, DSB-89 anti BCSI Building Component 6904 Parke East Blvd. Sa/ety.Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713183 77689 F4 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 Is Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:10 2021 Page 1 I D:pcN6P42xDi7i8nvCHKPCljz?nU 0-dm3DzZcquINEOG RyoFo?FfDRogU e7uP1?qAP DKyRWmx -1 4-0 , 5-9-4 11-0-0 18-2-0 254-0 1-4 5-9 4 5-2-12 7-2-0 7-2-0 O1 4x8 = Scale =1, 2x3 II 3x5 = 17 18 19 5 20 6 3x4 = 2x3 11 3x4 = 3x6 = 3x10 = 3x6 11 5-9-4 7-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.08 8-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.15 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.08 10 >999 240 PLATES GRIP MT20 244/190 Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-2 oc bracing. WEBS 1 Row at midpt 4-8, 6-8 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=414(LC 12) Max Uplift 7=-671(LC 9), 2=-700(LC 12) Max Grav 7=1098(LC 17), 2=1205(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2025/1159, 3-4=-1483/909, 4-5=1073/728, 5-6=-1073/728, 6-7=-966/762 BOT CHORD 2-11=-1326/1843, 10-11=-1326/1843, 8-10=-904/1306 WEBS 3-10=-628/486, 4-10=-196/542, 4-8=-295/223, 5-8=-449/512, 6-8=-911/1343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Extedor(21R) 11-M to 15-2-15, Intedor(1) 15-2-15 to 25-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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. This Item has been 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 othermembers, with BCDL = 10.Opsf. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) sealed by Velez, Joaquin, PE 7=671, 2=700. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, see ANSI/rPH Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information . available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 725713184 77689 F5 Half Hip 1 1 Job Reference o tional i.nmrruers r rubs, rvr Fierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:11 2021 Page 1 I D:pcN6P42xDi7i8nvCH KPC Ijz?n UO-5ydbBvdSf3V5eQO8 MyJEo0g83pwsGN BEUwylnyR Wmw -14-0 4-9-4 9-M 14-5-15 19-10-1 25-0-0 1-4-0 4-94 4-2-12 5-5-15 5.4-3 55-15 Scale=1:44.8 4x5 = 2x3 II 3x8 = 3x6 = 3x4 = 18 5 19 20 6 7 21 8 3x5 i 3x8 = — 2x3 11 3x10 = 3x6 11 WISPS LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.38 BC 0.41 WB 0.82 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.12 13-16 >999 360 -0.26 13-16 >999 240 0.04 9 n/a n/a 0.09 11-13 >999 240' PLATES GRIP MT20 244/190 Weight 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc pudins, B „ ORD 2x4 SP M 30 except end verticals. to 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing. REACTIONS. (size) 9=0-8-0, 2=0-8-0 Max Horz 2=351(LC 12) Max Uplift 9=-671(LC 9), 2=-713(LC 12) Max Grav 9=930(LC 1), 2=1006(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/1253, 3-4=-1409/1025, 4-5=-1218/997, 5-7=-901/691, 7-8=-901/691, 8-9=-882/739 BOT CHORD 2-13=-1361/1489, 11-13=-1019/1290, 10-11=-1019/1290 WEBS 3-13=-363/415, 4-13=-163/405, 5-10=-511/446, 7-10=-307/381, 8-10=-892/1166 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0; Interior(1) 1-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 25-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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. " This item has been 5) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=ib) sealed by Velez, Joaquin, PE 9=671, 2=713. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 M7ek USA,,Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 7AWARNING - Verify design parameters and READ NOTES. ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 rev. 5/19/2020 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 bucklingof individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regards the regarding fabrication, storage, delivery, erectionand bracing of trusses and truss systems, see ANSUTP11 Qualify Criteria,'DSB-89 and Building Component Safely information avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713185 77689 GE Common Supported Gable 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:12 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nU0-Z8BzOFe4QNdyFaaKwggTK41ulTEfbtpKS7f WHDyRWmv -1-4-0 5-10-0 11$-0 13-0-0 1-0-0 5-10-0 5-10-0 Scale =1� 4x4 = 11.8-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 9 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-S Weight: 53 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 !` REACTIONS. All bearings 11-8-0.- (lb) - Max Horz 2=-148(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 14, 10 except 2=-214(LC 12), 8=-214(LC 12), 13=-152(LC 12), 11=-152(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-94/285, 5-6=-95/285 WEBS 4-13=-141/339, 3-14=-146/257, 6-11=-141/339, 7-10=-147/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 1-10-0, Exterior(2N) 1-10-0 to 5-10-0, Comer(3R) 5-10-0 to 8-10-0, Exterior(2N) 8-10-0 to 13-0-0 zone;C-C for members and forces & MWFRS 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 ANSIfrPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. This item has been 6) Gable requires continuousbottom chord bearing. i tronC8 lec11 signed and electronically 9 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. Sealed by Velez, Joaquin, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this 10) Provide mechanical connection (by others) of truss to bearing plate capable.of withstanding 100 lb uplift at joint(s)14, 10 except document are not considered (it --lb) 2=214, 8=214, 13=152, 11=152. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: (lietnhimr 91 9f191 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 ANS111Pl1 Quality Cr/ter/a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Se"Informat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED T25713186 77689 GR2 HALF HIP GIRDER 2 1 Job Reference (optional) chambers I cuss, port Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries,Inc. Wed Oct 20 12:22:14 2021 Page 1 I D:pcN 6 P42x Di7i8nvCHKPC Ijz7n UO-VXlkpxg Ky_tgVtkj 15sxQ V NBzHtx3kNdwR8dM5yR W mt -1-4-0 5-M 7-10-0 10-" 1 4: 5-0-0 2-10-0 2-10-0 Scale =120.1 4x8 = 24 11 3x4 = 3 4 5 3x4 5-0-0 7-10-0 10.8-0 5-0-0 2-10-0 2-10-0 Plate Offsets (X,Y)-- [3:0-5-4,0-2-0) 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 0.35 Vert(LL) 0.07 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.04 8-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, B(' k,)RD 2x4 SP M 30 except end verticals. W 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=224(LC 25) Max Uplift 6=-944(LC 5), 2=-862(LC 8) Max Grav 6=645(LC 1), 2=624(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-874/1143, 3-4=-547/801, 4-5=-547/801, 5-6=-595/857 BOT CHORD 2-8=-1087/734, 7-8=-1113/750 WEBS 3-8=-451/348, 3-7=-273/429, 4-7=-247/307, 5-7=-10761734 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 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 at --lb) electronically signed and 6=944, 2=862. sealed by Velez, Joaquin, PE 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 301 lb up at using a Digital Signature. 5-0-0, and 69 lb down and 163 lb up at 7-1-13, and 69 lb down and 163 lb up at 9-1-13 on top chord, and 161 Ito down and 271 lb rP Pinted copies of this up at 5-0-0, and 46 Ito down and 76 lb up at 7-1-13, and 46 lb down and 76 lb up at 9-1-13 on bottom chord. The design/selection of such connection device(s) is the 'responsibility of others. document are not Considered 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and Sealed and the signature must be verified LOAD CASE(S) Standard 1) Dead +Roof Live (balanced):on Lumber Increase=1.25, Plate Increase=1.25 electronic co P an copies. Uniform Loads Joaquin Velez PE No.68182 Vert: 1-3-3=-=-54, 3-5=-54, 6-9=-20 MiTek USA, Inc. FL C946634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa, FL 33610 — Vert: 3=-60(B) 8=-161(B) 12=-56(B) 13=-56(B) 14=-43(B) 15=-43(B) Date: October 21,2021 A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MITekO-connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713187 77689 GR2A HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:23 2021 Page 1 I D: pcN6P42xDi7i8nvCHKPC Ijz7n UO-kG L7i7n_g1004GwS3UX2H PFhxvgWgfJy_LgbA4yRW mk -114-0 5-7-4 10.8-0 12-5-8 1.4-0 5-7-4 5-0-12 1-9-8 a 5x8 = 3x4 11 3x5 = 3x10 II HUS26 HUS26 6x8 = 10x10 = HUS26 HUS26 Scale LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.46 BC 0.74 WB 0.95 Matrix -MS DEFL. in Vert(LL) 0.19 Vert(CT) -0.12 Horz(CT) -0.04 (loc) I/deft Ud 7-8 >782 240 7-8 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-9 oc bracing. WEBS 1 Row at midpt 3-7, 4-7 REACTIONS. (size) 2=0-8-0, 6=0-5-8 Max Horz 2=406(LC 25) Max Uplift 2=-1575(LC 8), 6=-2144(LC 8) Max Grav 2=1196(LC 1), 6=1507(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2182/2783, 3-4=-579/655 BOT CHORD 2-8=-2729/1908, 7-8=-2729/1908, 6-7=-716/502 WEBS 3-8=-1745/1195, 3-7=-1643/2351, 4-7=-2369/1636, 4-6=1665/2375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=1575, 6=2144. electronically signed and 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 5-0-12 from the left end to connect sealed by Velez, Joaquin, PE truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. using a Digital Signature. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails Into Truss) or equivalent spaced at 2-M oc max. starting at 7-0-12 Printed copies Of this p from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. document 10) Fill all nail holes where hanger is in contact with lumber. are not Considered 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Signed and sealed and the signature must be verified LOAD CASE(S) Standard on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68162 Uniform Loads =- Vert: 14-4=-54, 4-5=-54, 2-6=-20 MTek USA, Inc. FL Cart 66U Concentrated Loads (lb) 6804 Parke East Blvd. Tampa FL 33610 Vert 7=-365(F) 11 =-625(F) 12=-365(F) 13=365(F) Date: October 21,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon 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 " iTek� Is always required for 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 ANSI1rP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City, Ply REED T25713188 77689 GR3 COMMON GIRDER 1 1 Job Reference (optional) chambers i russ, Fort Pierce, FL - 34962, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:24 2021 Page 1 ID: pcN6P42xDi7i8nvCHKPCljz?n UO-CSv WvLn cb38FhQVedB2 HgcovgJF7PGB5D?Z8i W yR Wmj 3-2-4 5-10-0 85 12 11.8-0 3-2-3 2-7-12 2-7-12 3-2-4 4x4 = 3x5 = 3x5 = 4-0-13 7-7-3 11.8-0 4-0-13 3-6-5 4-0-13 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 Rep Stress Incr NO WB 0.27 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 Bl;` "ORD 2x4 SP M 30 W 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=120(LC 24) Max Uplift 1=-990(LC 8), 5=-1006(LC 8) Max Grav 1=889(LC 1), 5=905(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1552/1701, 2-3=-1483/1693, 3-4=-1498/1708, 4-5=1568/1716 BOT CHORD 1-7=-1480/1382, 6-7=-960/954, 5-6=-1495/1398 WEBS 3-6=-815/699, 3-7=-791/672 Scale=1:21.9 I� 0 DEFL. in (loc) I/deb L/d PLATES GRIP Vert(LL) 0.08 6-13 >999 240 MT20 244/190 Vert(CT) -0.06 6-13 >999 240 Horz(CT) -0.02 5 n/a n/a Weight: 51 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; save=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) except (jt=lb) 1=990, 5=11106. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)187 lb down and 194 lb up at 1-11-13, 187 lb down and 194 lb up at 3-11-13, 187 lb down and 194 lb up at 5-11-13, and 184 lb down and 191 lb up at 7-11-13, and 184 lb down and 191 lb up at 9-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. B) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 8-11=-20 Concentrated Loads (lb) Vert: 7=-1 87(B) 14=-1 87(B) 15=-187(B) 16=-184(B) 17=-184(B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. F.L. Cert 6834 6904 Parke East Blvd. TampaFL $3610 Date: Or-tnhar 91 91191 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon 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' always required. for 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 ANSUTPN Qualify Criteria, 6SO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713189 77689 GR4 Monopitch Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:24 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-CSvWvLncb38FhQVedB2Hgcov3J8_PKL5D?Z8i WyRWmj -14-0 3-4-465-8 14-0 344 3-14 I 3x4 11 3 3x4 II Scale =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 0.31 Vert(LL) 0.21 4-6 >364 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.15 4-6 >508 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix -MP Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. REACTIONS. (size) 4=0-5-8, 2=0-8-0 Max Horz 2=265(LC 8) Max Uplift 4=-950(LC 8), 2=-427(LC 8) Max Grav 4=727(LC 1), 2=437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) except at --lb) 4=950,2=427. 6) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 5-0-12 from the left end to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 7=-625(B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182. MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 ANS111 Plf Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713190 77689 GR6 MONOPITCH GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, R LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.64 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 R, ;ORD 2x6 SP No.2 H. 2x4 SP No.3 REACTIONS. (size) 4=0-5-8, 2=0-8-0 Max Horz 2=267(LC 8) Max Uplift 4=-788(LC 8), 2=-495(LC 8) Max Gram 4=539(LC 1)„2=391(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 2012:22:25 2021 Page 1 3x4 II 3 3x4 11 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.19 4-6 >402 240 MT20 244/190 Vert(CT) -0.11 4-6 >670 240 Horz(CT) -0.00 4 n/a We Scale=1:22.7 Weight 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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) except (jt=lb) 4=788,2=495. 6) Use USP HUS26 (With 14-16d nails Into Girder & 6-16d nails into Truss) or equivalent at 5-0-12 from the left end to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 24=-20 Concentrated Loads (lb) Vert: 7=-391 (B) 1 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital. Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vefei PE N6.68182 MiTek USA, Inc: FL Cart 8634 6904 Parke East Blvd.,Tampa.FL 33.810 Date: (lr•4nhcr 91 9r191 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 drslgn Into the overall pal 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 ANSIMPI1 Quality CrHerls, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713191 77689 GR7 MONOPITCH GIRDER 1 Z Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, i 4AD — 6.43U 5 Aug 115 2UZ1 mi I eK maustnes, inc. vvea um ZU 12:222r 202i rage 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-d1 beYNgUu_WgYtEDIJb_REQOvWAxcYkYvzopJryRWmg 34-4 6-5.8 3-4 4 3-1-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr NO WB 0.60 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP HUS26 3x4 11 6x8 = Scale = 1:; DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.07 5-7 >999 240 MT20 244/190 Vert(CT) -0.04 5-7 >999 240 Horz(CT) -0.02 4 n/a We Weight: 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 4=0-5-8 Max Horz 1=202(LC 8) Max Uplift 1=-2775(LC 8), 4=-3138(LC 8) Max Grav 1=2158(LC 1), 4=2400(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2933/3710 BOT CHORD 1-5=-3520/2650, 4-5=-3520/2650 WEBS 2-5=-3298/2485, 2-4=-3027/4022 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-12 oc bracing. NOTES- 1) 2-ply'truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2775, 4=3138. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-8-12 from the left end to 5-8-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) of other connection device(s) shall be provided sufficient to support concentrated load(s) 1682 lb down and 2330 lb up at 1-8-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Mi fell USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 5119/2020.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 theapplicability of design parameters and property 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 MOW building prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, PSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply REED T25713191 77689 GR7 MONOPITCH GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:27 2021 Page 2 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-d1 beYNgUu_WgYtEDIJb_REQOvWAxcYkYvzopJryRWmg LOAD CASE(S) Standard 1 . + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 'mn Loads (plf) Vert: 1-3=-54, 1-4=-20 Concentrated Loads (lb) Vert: 7=-163(F) 8=-1682(F) 9=-1121(F) 10=-1125(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 andlor 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?PH Quality Criteria, OSB•89 and BCSI Building Component 6904 Parke East Blvd. SallWinlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FC 36610 Job Truss Truss Type Qty 1 Ply REED T25713192 77689 GR8 MONOPITCH GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:28 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-5D901jg7fHedA1 pPsl6D_SyaowUIL_fh8dXMrlyRWmf 5-8-12 10.5-8 5-8-12 4-8-12 3x4 11 3x4 = 3x10 II HUS26 4 6x8 = HUS26 Scale = t% LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.14 4-5 >868 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.10 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 4=0-5-8 Max Horz 1=329(LC 8) Max Uplift 1=-1970(LC 8), 4=-4389(LC 8) Max Grav 1=1545(LC 1), 4=3307(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3316/4191 BOT CHORD 1-5=-3963/2913, 4-5=-3963/2913 WEBS 2-5=-4023/2948, 2-4=-3373/4593 Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 5-9-12 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 4-2 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1970, 4=4389. 8) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-M oc max. starting at 7-8-12 from the left end to 9-8-12 to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1844 lb down and 2551 lb up at 5-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSIM11 Ouaft Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job - Truss Truss Type Oty Ply REED 77689 GR8 MONOPRCH GIRDER 1 2 T25713192 Job Reference (optional) 13.4su s Aug IU ZUZ1 MI I eK industries, Inc. Wed Oct 20 12:22:28 2021 Page 2 ID:pcN6P42xD17i8nvCHKPCljz?nU0-5D901jg7fHegA1 pPsl6D_SyaOwUIL_fh8dXMrlyRWmf LOAD CASE(S) Standard "�' rm Loads (plf) Vert: 1-3=-54, 1-4=-20 ;entrated Loads (lb) Vert: 5=-1 844(B) 8=-1121(B)9=-1125(8) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTeIQ connectors. This design is based only upon 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 propedy Incorporate this design Into the overall Nil building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS)ITPlf Ouaft Criteria, DSB-69 and BCS/Building Component 6904 Parke East Blvd. Sa►efylnformatlon available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, Parke 3ast Job Truss Truss Type City Ply REED T25713193 77689 GR9 HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MTek Industries, Inc. Wed Oct 20 12:22:29 2021 Page 1 ID:pcN6P42xDi7i6nvCHKPC Ijz7n U 0-ZQIPz3dQbmXo BOcPkeSWtVnAK094YEgM HH vOkyRWme 14-0 5-0-0 7-0-0 1 4-0 5-0-0 2-0-0 4x8 = Scale =1- 3x4 II 3 4 3x4 = 5-0-0 2-" Plate Offsets (X,Y)-- [3:0-5-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.04 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=0-8-0, 5=Mechanical Max Horz 2=224(LC 8) Max Uplift 2=-518(LC 8), 5=-608(LC 8) Max Grav 2=389(LC 1). 5=411(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-349/376 BOT CHORD 2-6=-396/260, 5-6=-423/277 WEBS 3-6=-466/353, 3-5=-471/720 Structural wood sheathing directly applied or 6-" oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=518, 5=608. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)112 lb down and 301 lb up at 5-0-0 on top chord, and 161 lb down and 271 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=-54, 3-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 6=-161(F) 3=-60(F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert6634 6004 Parke East Blvd. Tampa FL 33610 Date; October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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• Is always required for 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 ANSI11"PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply REED T25713194 77669 GRA HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:30 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-1 cGnAPsNBvuOPLyozS9h3t2t2kJhpgB_bxOTwAyRWmd 1 4-0 5-0-0 9.6-7 13-11-1 185-8 1 4-0 5-0-0 4.6-7 44-11 45-7 Scale=1:33.2 Sx8 = 2x3 II 4x10 = 3x4 II 3 15 16 17 4 18 19 5 20 21 6 3x5 = cAJ II Jxa — exJ II 6x8 = 5-" 45-7 4-4-11 4-0-7 Plate Offsets (X,Y)-- [3:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.21 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.13 9-11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD WP ` DRD 2x4 SP M 30 VY 2x4 SP No.3 BOT CHORD REACTIONS. (size) 7=0-5-8, 2=0-8-0 Max Horz 2=224(LC 8) Max Uplift 7=-1638(LC 5), 2=-1564(LC 8) Max Grav, 7=1128(LC 1), 2=1114(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1954/2693, 34=-2124/3065, 4-5=-2124/3065 BOT CHORD 2-11=-2469/1699, 9-11=-2497/1716, 8-9=-2278/1569, 7-8=-2278/1569 WEBS 3-11=488/387, 3-9=570/518, 4-9=-384/473, 5-9=-930/642, 5-8=-336/295, 5-7=-1772/2573 Structural wood sheathing directly applied or 4-9-11 oc pudins, except end verticals. Rigid ceiling directly applied or 4-6-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=1638,2=1564. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 302 lb up at 5-0-0, 69 lb down and 163 lb up at 7-0-12, 69 lb down and 163 lb up at 9-0-12, 69 lb down and 163 lb up at 11-0-12, 69 lb down and 163 lb up at 13-0-12, and 69 lb down and 163 lb up at 15-0-12, and 69 lb down and 163 lb up at 17-0-12 on top chord, and 161 lb down and 271 lb up at 5-0-0, 46 lb down and 76 lb up at 7-0-12, 46 lb down and 76 lb up at 9-0-12, 46 lb down and 76 lb up at 11-0-12, 46 lb down and 76 lb up at 13-0-12, and 46 lb down and 76 lb up at 15-0-12, and 46 lb down and 76 lb up at 17-0-12 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) c Vert: 1-3=-54, 3-6=-54, 7-12=-20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ,, WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110II-7473 rev. 5/19/2020 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 andfor chord members only. Additional temporary and permanent bracing i�niTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing, of busses and truss systems,'see ANSM11 OuaW Crfferle, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type City Ply REED T26713194 77689 GRA HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 6.4JU s Aug 1ti ZUL1 mi i etc Inaustnes, Inc. vveo Vct zu l z:zz:JU zuzi rage ID:pcN6P42xDi7i8nvCHKPCljz?nUO-1 cGnAPsNBvuOPLyozS9h3t2t2kJhpgB_bxOTwAyRWmd LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-60(B)11=-161(B) 15=-56(B) 17=-56(B) 18=-56(B) 19=-56(B) 20=56(B) 21=-56(B) 22=-43(B) 23=43(B) 24=-43(B) 25=-43(B) 26=43(9) 27=-43(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon 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 ANSIM11 qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply REED T25713195 77689 GRC Roof Special Girder 1 1 Job Reference (optional) k.namuers r Fuss, run rrerce, rr. - J4aaZ, , 2-10-14 , 5-8-0 24 `a 23 22 5x12 MT18HS 11 7x10 = 7x8 = THD26-2 2-10-14 , 5-8-0 2-10-14 ' 5-5-5 5-5-5 b.4JU S Aug 10 ZUZI mi I eK industries, Inc. Wed OCI 20 12:22:32 2021 6.00 12 5x6 = 9 -- 21 20 1y Jl 10 JZ JJ 17 la J4 44 = 6x10 = 5x8 MT18HS WB = 4x8 = 6x8 = 3x6 = I II 3 cn � N 35 15 36 37 14 3x4 = 6x8 = 43-M Scale=1:93.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.94 BC 0.74 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well Ud -0.51 18-20 >999 360 -0.87 18-20 >596 240 0.14 14 n/a n/a 0.69 18-20 >749 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 326 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc pudins, ' 9-11,11-13: 2x4 SP M 30, 5-7: 2x6 SP 240OF 2.0E except end verticals. BI, )RD 2x4 SP M 30 'Except` BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. 19-24: 2x6 SP 240OF 2.OE, 16-19: 2x4 SP M 31 WEBS 1 Row at micipt 6-20, 6-18, 8-18, 8-17, 9-17, 10-17, 10-15, WEBS 2x4 SP No.3 *Except* 12-14 1-23,2-22,3-21,4-20,6-20: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 24=0-8-0, 14=0-8-0 Max Horz 24=-382(LC 6) Max Uplift 24=-2408(LC 8), 14=-1236(LC 8) Max Grav, 24=3622(LC 2), 14=2140(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-3514/2376, 1-2=3472/2286, 2-3=-6453/4182, 3-4=-7590/4837, 4-5=-8245/5075, 5-6=-9480/5898, 6-8=-4429/2765, 8-9=-2351/1638, 9-10=-2406/1652, 10-12=-2327/1507 BOT CHORD 23-24=-394/409, 22-23=-2306/3725, 21-22=-4201/6634, 20-21=-4856f7862, 18-20=-2835/4986, 17-18=-1768/3327, 15-17=-1143/2141, 14-15=-1014/1722 WEBS 1-23=-3167/4812,2-23=-3168/2195,2-22=-2662/4187,3-22=-1440/912,3-21=-1217/2016, 4-21=-1331/869, 4-20=-1035/1647, 5-20=-4244/2724, 6-20=-334815265, 6-18=-2065/1461,8-18=-1360/2376,8-17=-2016/1314,9-17=-1201/1866,10-17=-359/306, 10-15=-342/206, 12-15=-160/758, 12-14=-2461/1467 N TES- Unbalanced 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=44ft; eave=5ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component 4) Provide adequate drainage to prevent water ponding. Printed copies of this P 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any el@CtrORIC copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) Joaquin Velez PE No.68182 24=2408, 14=1236. 9) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails Into Truss) or equivalent at 5-6-8 from the left end to connect MiTek USA, Inc. FL Cart 0034 truss(es) to back face of bottom chord. 6904Parke East Blvd. Tampa FL $3610 10 , -'" ;il nail holes where hanger is in contact with lumber. Dale: VI'WUG1 a I,LVL t Ak WARNING -Verify design perameleis and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5r19l2020 BEFORE USE. Design valid for use only with trussM,ITek® connectors. This design is based only upon parameters shown; and is for an Individual building component, not mi, a truss system. Before use, the building -designer must verify the applicability of design parameters and property Incorporate this design Into the overall � A building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing IY1iT®k- Is always required for stability and to prevent -collapse with possible personal Injury and property damage. For general guidance regarding ttie fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • ANSI/TP11 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713195 77689 GRC Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, a.4Ju s Aug i o zuzi mii ex muuscnes, mu. vveu va zu rczz.oz zuz i raga z ID:pcN6P42xDi7i8nvCHKPCljz7nU0-z70Xb4udj W86fe6A5sB98177BXufHikH3FVa_3yRWmb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 170 lb up at 1-0-12, and 150 lb down and 171 lb up at 3-0-12, and 150 lb down and 171 lb up at 5-0-12 on top chord, and 62 lb down and 28 lb up at 1-0-12, and 61 lb down and 28 lb up at 3-0-12, and 61 lb down and 28 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 9-13=-54, 14-24=-20 Concentrated Loads (lb) Vert: 23=-48(B) 2=-76(B) 22=-1653(B) 25=-79(B) 26=-76(B) 28=-49(B) 29=-48(B) ® WARNING - Verify designparamelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSI/fP11 Quality Criteria, DSB-69 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713196 77689 GRC1 JACK -CLOSED GIRDER 1 2 Job Reference (optional) k,namoers r russ, run rnerce, rL-1ved2, 8.430 S Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:33 2021 Page 1 I D: p cN6P42x Di7i8nvC H KPCljz7nUO-RByvoQu FTq GzHoh NeaiOhVgU VxHA01fQHvF7XVyR Wma 2-11-8 5-8-0 2-11-8 2-841 3x4 11 44 = 6x8 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.02 5-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.03 5-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.02 5-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD B 'IORD 2x6 SP No.2 V1, 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=175(LC 21) Max Uplift 1=-957(LC 8), 4=-1164(LC 8) Max Grav 1=1598(LC 2), 4=1793(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2625/1549 BOT CHORD 1-5=-1519/2359, 4-5=-1519/2359 WEBS 2-5=-1374/2321, 2-4=-2704/1742 Scale=1:19.2 PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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 7-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 joint(s) except (jt=lb) 1=957,4=1164. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-M oc max. starting at 1-11-4 from the left end to 3-11-4 to connect truss(es) to back face of bottom chord. 10) 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: 1-3=-54, 1-4=-20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA,.Inc. FL Cert6634 6904 Parke East Blvd, Tampa FL $3610 Date: ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713196 77689 GRC1 JACK -CLOSED GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=1381(13i) 9=-1381(B) 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:33 2021 Page 2 I D: pcN6P42xDi7i8nvCH KPCljz7nUO-RByvoQuFTq GzHoh Neal OhVg U Vx HAOIfQHvF7XVyR Wma 4wF� ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see ANSIITP11 Quality Criteria, DSB-99 and SCSI Building Component 69M Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713197 77689 GRF Hip Girder 1 1 Job Reference (optional) �nambers I cuss, t-ort Pierce, rL - 34US2, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 2012:22:34 2021 Page 1 ID:pcN6P42xDi7f8nvCHKPCljz?nUO-wNW 10mvtE70quyGZCHDdDjCZzLbPlkJZWZ_g3xyRWmZ 1 4-0 3-9 4 7-M 10-9-15 14-6-1 18-4-0 21 6-12 25 4-0 26-M 1 4-0 3-9� 3-2-12 3-9-15 3-8-3 3-9-15 3-2-12 3-g-4 1-0-0 Scale = 1:45.6 46 = 3x8 = 4 22 23 24 11 5x8 MT18HS = 24 6 25 26 7 4x5 = 3x8 = 5x6 WB = 2x3 11 3x8 = 3x4 = 4x5 = 10-9-15 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TC 0.53 BC 0.66 WB 0.48 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Lid 0.32 12-13 >946 240 -0.32 12-13 >945 240 0.11 9 n/a n/a PLATES MT20 MT18HS Weight: 135 Ib GRIP 244/190 2441190 FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. Bj 1DRD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. 2x4 SP No.3 2x4SPNo.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-175(LC 23) Max Uplift 2=-1652(LC 8), 9=-1653(LC 8) Max Grav 2=1958(LC 1), 9=1959(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3803/3139, 3-4=-3624/3042, 4-5=-3263/2809, 5-6=-3929/3368, 6-7=-3929/3366, 7-8=-3626/3043, 8-9=-3808/3141 BOT CHORD 2-15=-2655/3400, 13-15=-3083/3929, 12-13=-3083/3929, 11-12=-2500/3239, 9-11=-2657/3366 WEBS 3-15=-313/310, 4-15=-873/1201, 5-15=-966/794, 5-13=-31/307, 6-12=-443/509, 7-12=-806/984, 7-11=-333/634, 8-11=314/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) All plates are MT20 plates unless otherwise indicated. electronically Signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Velez, Joaquin, PE 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 using a Digital Signature. 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 Ib uplift at Joint(s) except at --lb) Printed COpIBS Of this 2=1652, 9=1653. document are not Considered 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 Ib down and 420 Ib up at signed and sealed and the 7-0-0, 174 Ib down and 213 Ib up at 9-0-12, 174 Ib down and 213 Ib up at 11-0-12, 174 Ib down and 213 Ib up at 12-8-0, 174 Ib signature must be verified down and 213 Ib up at 14-3-4, and 174 Ib down and 213 Ib up at 16-3-4, and 252 Ib down and 420 Ib up at 18-4-0 on top chord, Ib down on an electronic copies. y P and 345 and 312 Ib up at 7-0-0, 86 Ib down and 34 Ib up at 9-0-12, 86 Ib down and 34 Ib up at 11-0-12, 66 Ib down and 34 Ib up at 12-8-0, 86 Ib down and 34 Ib up at 14-3-4, and 86 Ib down and 34 Ib up at 16-3-4, and 345 Ib down and 312 Ib up at Joaquin Velez PE No.68182 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Mirek USA, Ine. FL Ced 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6604 Parke East Sfyd. Tampa FL 33610 Date; L( 1SE(S) Standard October 21.2021 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19/2020 BEFORE USE. Design valid for use only with-MITek® connectors. This design Is based only upon parameters shown, and Ts 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 p building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®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, see ANSI/rPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type aty Ply REED T25713197 77689 GRF Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 13.4311 S Aug 16 ZUZ1 MI I eK industries, Inc. Wed Vct zu 1Z:ZZ:34 ZUZ1 -Page Z ID:pcN6P42xDi7i8nvCHKPCljz?nU0-wNW 10mvtE70quyGZCHDdDjCZzLbPlkJZWZ_g3xyRWmZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-7=-54, 7-10=-54, 16-19=-20 Concentrated Loads (lb) Vert: 4=-167(F) 7=-167(F) 14=-66(F) 15=-343(F) 5=-110(F) 13=-66(F) 6=-110(F) 12=66(F) 11=-343(F) 23=-110(F) 24=-110(F) 25=-110(F) 27=-66(F) 28=-66(F) a i ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Aek• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempbrary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IY/iT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713198 77689 GRF1 Half Hip Girder 1 1 Job Reference (optional) Chambers I russ, ron.rterce, t-L - J4atse, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:36 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-sme2RSx8m1eY8GQyKiG5J81to8H WDZaszsTn7gyRWmX 14-0 3-9� 7-0-0 11-7-14 16-2-0 20-8-2 25 4-0 113-0 3-9� 3-2-12 4-7-14 4-0-2 4-6-2 4-7-14 Scale=1:44.8 2x3 I I 4x6 = 3x8 = 46 = 4 19 20 21 5 22 23 624 7 25 26 4x10 = 278 28 29 3x6 II 4x5 = 3x8 = — ". — 2x3 11 410 = 2x3 11 6x8 = 4.6-2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPl2014 CSI. TC 0.58 BC 0.68 WB 0.82 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.31 12-13 >981 240 -0.31 12-13 >984 240 -0.11 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20% LUMBER- BRACING - TOP _CHORD 2x4 SP M 30 TOP CHORD ` -`;ORD Structural wood sheathing directly applied or 3-8-2 oc purlins, B`,- 2x4 SP M 30 except end verticals. V1: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 8-10 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=288(LC 8) Max Uplift 10=-1969(LC 5), 2=-1603(LC 8) Max Grav 10=2274(LC 1), 2=1923(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3727/3029, 3-4=-3552/2937, 4-5=-3199/2715,5-6=-3572/2980, 6-8=-3572/2980, 9-10=-362/437 BOT CHORD 2-15=-2843/3308, 13-15=-3292/3915, 12-13=-3292/3915, 11-12=-1941/2310, 10-11=-1941/2310 WEBS 3-15=-315/311, 4-15=-787/1144, 5-15=-956/758, 5-13=-35/401, 5-12=-441/397, 6-12=-481/567, 8-12=-1340/1607, 8-11=-31/402, 8-10=-2898/2435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) using a �191ta1 Signature. Printed copies pies of this 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 420 lb up at document are not considered 7-0-0, 174 Ill down and 213 lb up at 9-0-12, 174 lb down and 213 Ib up at 11-0-12, 174 lb down and 213 lb up at 12-8-0; 174 lb signed and sealed and the down and 213 lb up at 14-3-4, 180 lb down and 213 lb up at 16-3-4, 186 lb down and 220 lb up at 18-3-4, 186 lb down and 220 lb signature must be verified up at 20-3-4, 186 lb down and 220 lb up at 22-3-4, and 184 lb down and 219 lb up at 24-3-4, and 156 lb down and 213 lb up at 25-2-4 on top chord, and 345 lb down and 312 Ill up at 7-0-0, 86 lb down and 34 lb up at 9-0-12, 86 lb down and 34 lb up at on an electronic copies. y p 11-0-12, 86 lb down and 34 lb up at 12-8-0, 86 lb down and 34 lb up at 14-3-4, 86 lb down and 34 lb up at 16-3-4, 87 lb down and Joaquin Velez PE N6.68182 42 lb up at 18-0-4, 87 lb down and 42 lb up at 20-3-4, and 87 lb down and 42 lb up at 22-3-4, and 88 lb down and 41 lb up at MiTek USA, Inc. FL Cert 6834 24-0-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 6804 Parke East Blvd. Tampa FL 33610 9) - •`- LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date; 17lr•4nhor 91 9f191 L(.- `\SE(S) Standard AL WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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'propedy incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing Is �� AA iTek� always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//rPlf Qua* Criteria, DSB49 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Parke East Blvd. 6904 PaEast rk Tampa, Job Truss Truss Type Qty Ply REED T25713198 77689 GRF1 Half Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, b.43U s Aug 1f5 ZO21 MI IeK maustnes, IOC. 1Neo Uct Zu 1Z:ZZ:3b 2uzi rage z ID:pcN6P42xDi7i8nvCHKPCljz7nU0-sme2RSx8mleY8GQyKiG5J81to8HW DZaszsTn7gyRWmX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 10-16=-20 Concentrated Loads (Ib) Vert 4=-167(B)9=-138(B) 14=-66(B) 15=-343(B) 6=-110(B) 12=-66(B)20=-110(B)21=-110(8)22=-110(B)23=-110(B)26=-113(B) 27=-113(B)28=-113(B) 29=-116(B)30=-66(B) 31 =-66(B) 32=-66(B) 33=-69(B) 34=-69(B) 35=-69(B)36=-70(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only wfth'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 propedy Incorporate this design Into 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?PI! Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information * available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713199 77689 GIRL Common Girder 1 1 Job Reference (optional) ambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:38 2021 Page 1 I D:p cN6P42xDi7i8nvCHKPC Ijz7n U 0-o8lor8yOl MvGNaaKR71ZOZN 9tyvYhRQ9RAyuCiyRWmV 11-5-0 21-5-0 5-8-0 7-5-0 9-5-0 10.5-8 13-5-0 15-5 0 17-5-0 19-5-0 0-0-8 23.5-0 2%0 30-10-0 543.0 1-9-0 240 1.0.8 11-8 2-0-0 2.0-0 2: -o 2.0-0 11-0 1-0-8 2-0.0 1-9.0 5-8-0 45 = 6.00 12 13 TOP CHORD MUST BE BRACED BY END JACKS, 34 43 44 33 45 46 32 31 30 47 48 29 49 50 28 51 52 Scale = 1:54.4 4x8 = 3x4 = 46 = 3x8 = 4x6 = 3x4 = 4x8 = M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.47 29-31 >780 246 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.29 29-31 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) -0.19 27 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. E, "IORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-10-6 oc bracing. y„ 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14, 19, 8, 12, 16 REACTIONS. (size) 1=Mechanical, 27=Mechanical Max Horz 1=-339(LC 6) Max Uplift 1=2371(LC 8). 27=-2602(LC 8) Max Grav 1=1714(LC 1), 27=1883(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3556/4915, 2-3=-1729/2286, 3-7=-1662/2256, 7-9=-1651/2317, 9-11=-1649/2385, 11-13=-1624/2416,13-15=-1624/2415,15-17=-1648/2384,17-20=-1653/2320, 20-25=-1665/2262,25-26=-1737/2297,26-27=-3564/4920,2-4=1528/2340, 4-6=-1528/2340,6-8=-1528/2340,8-10=-785/1194,10-12=-785/1194,12-14=-785/1194, 14-16=-785/1194,16-18=-785/1194,18-19=-785/1194,19-21=-1499/2297, 21-24=-1499/2297, 24-26=-1499/2297 BOT CHORD 1-34=-4339/3158, 33-34=-4255/3107, 31-33=4074/2983, 29-31=-4031/2954, 28-29=-4280/3140, 27-28=-4366/3193 WEBS 13-14=-1912/1227, 19-31=826/1276, 19-29=509/360, 26-28=-687/440, 8-31=-929/1326, 8-33=-513/375, 2-34=-671/488, 26-29=-222/305, 14-31=1755/1105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2371,27=2602. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 is always required for 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/rPH Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206D1 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6834 6904 Parke Eagt Blvd. Tampa FL 33610 Date: October 21,2021 191- MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713199 77689 GRL Common Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, a.43u s Aug 1a zuzi mi i eK alausmes, Inc. vveo uct zu 1z:zz:aa zucr rage z I D:pcN6P42xDi7i8nvCHKPCljz7n UO-o8lor8yOIMvGNaaKR71ZOZN 9tyvYh RO9RAyuCiyRW mV NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 296 lb up at 5-M, and 133 lb down and 216 lb up at 25-1-13 on top chord, and 243 lb down and 388 lb up at 5-8-0, 58 lb down and 95 lb up at 7-1-13, 58 lb down and 95 lb up at 9-1-13, 58 lb down and 95 lb up at 11-1-13 , 58 Ib down and 95 Ib up at 13-1-13, 58 Ib down and 95 Ib up at 15-1-13, 58 Ib down and 95 Ib up at 17-1-13, 63 lb down and 104 lb up at 19-1-13, 63 lb down and 104 lb up at 21-1-13, 63 lb down and 104 lb up at 23-1-13, 63 lb down and 104 lb up at 25-1-13, and 184 lb down and 280 lb up at 27-1-13, and 184 lb down and 280 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-54, 2-13=-54, 13-26=-54, 26-27=-54, 35-38=-20 Concentrated Loads (lb) Vert: 28=-55(F) 31=-52(F) 34=-243(F) 41=-94(F) 42=-79(F) 43=52(F) 44=-52(F) 45=52(F) 46=-52(F) 47=52(F) 48=55(F) 49=-55(F) 50=-55(F) 51=-184(F) 52=-184(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SeletyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689 GRM HALF.HIP GIRDER 1 1 T25713200 ryry omherc Tn,cc C..M Die.rn CI _ �!A[fo7 Job Reference (optional) ---• - --- ----• - -----• o.YJV Qr U9 rV LVGr rwl IUK inuumnes, Inc. vvea Vct zu 1Z:ZZ:392021 Page 1 I D: pcN6P42xDi7i8nvCHKPCljz?nU 0-GLJA3UzO3g 1779X?rpowmvQ3MOgQ?DJggi Rk9yR WmU 1 4-0 5-0-0 10-" 1-4-0 5-M 55-8 4x8 = Scale=1.20.1 3x4 11 4 3x4 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 5-6 >999 24o BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 49 lb FT = 20% LUMBER - TOP - CHORD 2x4 SP M 30 2x4 SP M 30 2x4 SP No.3 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-895/1190, 4-5=-220/288 BOT CHORD 2-6=-11331757, 5-0=-1165/776 WEBS 3-6=-563/441, 3-5=-797/1202 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=862,6=981. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 310 lb up at 5-0-0, and 70 lb down and 173 lb up at 7-1-13, and 70 lb down and 173 lb up at 9-1-13 on top chord, and 166 lb down and 282 lb up at 5-0-0, and 4Ib down and 88 lb up at 7-1-13, and 48 lb down and 88 lb up at 9-1-13 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 (plo Vert: 1-3=-54, 3-4=-54, 5-7=-20 Concentrated Loads (lb) Vert3=-64(F) 6=-166(F) 10=-60(F) 12=-60(F) 13=-48(F) 14=-48(F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 146.68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Octnher 91.9091 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 andproperly Incorporate this design Into the overall Nil' building design. Bracing indicated Is to: prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required forstability and 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?PM. Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713201 77689 HA HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 S Aug 16 ZUZ1 MI I eK meusmes, Inc. Wee Oct ZU 72:22:40 ZUZI rage l I D: pcN6P42xDi7i8nvCHKPCljz7nUO-kXtZGq_egz9zctDZYK1 T_STHmj89 NG SuUR7 GbyRWmT -1-4-0 5-" 12-" 185-8 1 �-0 5-M 65-8 65-8 48 = 15 16 17 2x3 II Scale = 1 3x8 = 18 19 5 3x5 = 2x3 11 3x10 = 4x6 II 55-8 65-8 6-5-8 Plate Offsets (X Y)— [2•Edge 0-0-4] [3.0-5-4 0-2-0] [6•Edne 0-3-8] 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 0.99 Vert(LL) 0.22 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (size) 6=0-5-8, 2=0-8-0 Max Horz 2=241(LC 12) Max Uplift 6=-940(LC 9), 2=-976(LC 12) Max Grav 6=675(LC 1), 2=752(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1141/2800, 3-4=-1083/2747, 4-5=-1083/2747, 5-6=615/1385 BOT CHORD 2-9=-2593/968, 7-9=-2634/976 WEBS 3-9=-801/249, 4-7=-397/467, 5-7=-2917/1147 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 5-6-8, Exterior(2R) 5-6-8 to 9-9-7, Intenor(1) 9-9-7 to 18-3-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This item has been 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-U wide electronically Signed and will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It=lb) sealed by Velez, Joaquin, PE 6=940, 2=976. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE NoAllli12 MiTek USA, Inc. FL Ceit6634 6804 Parke East Blvd. Tampa FL 33610 Date; October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 �► A building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek• Is always required for 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 ANSIMPI1 Quality Criterla, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713202 77689 HB HALF HIP 1 1 I. Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:41 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz? n U 0-CjRxU 9_GbH HqE 1 Iv6FrGOB?g D9zZu uCb78BYpl yRWmS -1-0-0 7.6-8 13-0-0 185-8 1-4-0 7.8-8 55-8 5-M i 4x10 = 3 15 16 Scale=1:33.0 2x3 II 4x5 = 17 4 18 19 5 6 II 3x5 i 2x3 II "° — 3x8 = R 7-6-8 55-8 55-8 Plate Offsets (X,Y)— [2:0-2-10,0-1-8), [3:0-6-8,0-1-12), [6:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.48 9-12 >456 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.18 9-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) -0.03 6 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 93 lb FT = 20% LUMBER- BRACING- Tng r-,uORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, B,� 10RD 2x4 SP M 30 except end verticals. W_ 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-0-13 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (size) 6=0-5.8, 2=0-8-0 Max Horz 2=305(LC 12) Max Uplift 6=-941(LC 9), 2=-964(LC 12) Max Grav 6=675(LC 1), 2=752(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/2407, 3-4=-708/1830, 4-5=708/1830, 5-6=-621/1463 BOT CHORD 2-9=-2314/843, 7-9=-2350/850 WEBS 3-9=-956/292, 3-7=-174/663, 4-7=333/393, 5-7=-2205/850 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18-, MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-6-8, Exterior(21R) 7-6-8 to 11-9-7, Interior(1) 11-9-7 to 18-3-12 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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. This Item has been 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) sealed by Velez, Joaquin, PE 6=941, 2=964. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulldlrig component, notNil a truss system. Before use, the tiuilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - R A building design. Bracing Indicated is to prevent buckling of.lndividuai truss web and/or chord members only. Additional temporary and permanent b_ racing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Iy11Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Ouaflly Criteria, DSB-89'and BCS1 Building Component 6904 Parke East Blvd. Sarelyln►ormadon available from Tniss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713203 77689 HC HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 Is Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:42 2021 Page 1 1.4-0 i 44 = 3x5 = 5 14 15 Scale =1 3x4 11 3X8 i 704 MT18HS = 6x8 = 9 6$ 8-11-0 Plate Offsets (X Y)— [2:0-2-9,0-1-8], [8:0-6-12,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.58 8-11 >382 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.24 8-11 >909 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight 99 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-5-8 Max Horz 2=368(LC 12) Max Uplift 2=-949(LC 12), 7=-936(LC 9) Max Grav 2=752(LC 1), 7=675(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1115/2523, 3-4=-819/2097, 4-5=-677/1968 BOT CHORD 2-8=-2616/978, 7-8=-1182/477 WEBS 3-8=-343/753, 4-8=-690/226, 5-8=-1203/336, 5-7=-683/1655 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1.8-0, Interior(1) 1-8-0 to 9-6-8, Extedor(2R) 9-6-8 to 13-10-4, Interior(1)13-10-4 to 18-3-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) except at=lb) 2=949, 7=936. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an'Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANS1yTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713204 77689 HD HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:43 2021 Page 1 I D: pcN6P42xDi7i8nvCHKPCljz?n UO-g 6ZhvrOX7uXYTLS IEguk5c44VzjU Mh ivaSgftwyRW mQ -1-4-0 , 6-0-8 11 6 8 18-5-8 1-0-0 ' 6-0-8 5-6-0 6-11-0 C3 4x10 = 15 16 17 3x4 11 3x5 = 2x3 II --- 3x4 = 6x8 = Scale=1:38.0 6-M 11-6-8 18-M 6-" 5-6-0 6-11-0 Plate Offsets (X,Y)— [4:0-7-0,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) 0.25 6-7 >875 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.12 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 102 lb FT = 20% LUMBER- BRACING - TOR CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, BI `;JRD 2x4 SP M 30 except end verticals. WI, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-2 oc bracing. WEBS 1 Row at mldpt 4-6 REACTIONS. (size) 2=0-8-0, 6=0-5-8 Max Horz 2=432(LC 12) Max Uplift 2=-931(LC 12), 6=-920(LC 12) Max Grav, 2=794(LC 2), 6=745(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1199/2605, 34=-705/1517 BOT CHORD 2-9=-2678/1044, 7-9=-2678/1044, 6-7=-1499/591 WEBS 3-9=-707/231, 3-7=529/1383, 4-7=-1506/517, 4-6=-754/1921 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 1-8-0, Interior(1) 1-8-0 to 11-6-8, Extedor(2R) 11-6-8 to 15-9-7, Interior(1) 15-9-7 to 18-3-12 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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. ' This Item has been 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. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (jt=lb) sealed by Velez, Joaquin, PE 2=931, 6=920. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 Mi rik USA, Inc. FL Certi3634 6864 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE. -- Design valid for use only wfih,Mi rek® connectors. This design Is based only upon 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 topreventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tet•'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, see ANSYMI Quality CriteNa, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnfonnallon available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply REED T25713205 77689 HE HALF HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:44 2021 Page 1 I D:pcN6P42xDi7iBnvCHKPCijz7nUO-d1636B 19ucfP5V1 UoOPzdgdFON2T5Dh2p6PCPMyRWmP -1' 0 7-M 13-" 185-8 141 7-" 6-6-0 4-11-0 O1 4x8 = 3x4 11 5 16 17 18 6 6x , 3x5 = 24 11 3x6 = 3x5 = 6x8 = Scale = l" 7-M 13.6-8 185-8 7-0-8 65-0 4-11-0 Plate Offsets (X,Y)— [2:0-2-8,0-1-2], [3:0-3-0,Edge], [5:0-5-12,0-2-0] LOADING (psf) SPACING- 2-0-0 c5l. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.27 10-13 >814 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.11 10-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 108 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-8, 5-7 v REACTIONS. (size) 7=0-5-8, 2=0-8-0 Max Horz 2=495(LC 12) Max Uplift 7=-942(LC 12), 2=-909(LC 12) Max Grav 7=675(LC 1), 2=752(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-108B/2390, 4-5=-493/1037 BOT CHORD 2-10=-2538/916, 8-10=2538/916, 7-8=-1077/369 WEBS 4-10=-892/297, 4-8=-630/1696, 5-8=-1572/455, 5-7=-635/1857 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-6-8, Exterior(2R) 13-6-8 to 17-9-7, Interior(1) 17-9-7 to 18-3-12 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) using a Digital Signature. 7=942, 2=909. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only uponparameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into 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 ANSUTPII Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713206 77689 HV4 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:46 2021 Page 1 I D:pcN6P42xDi7i8nvCH KPC Ijz7nU 0-ZhEgXt2 PQpv7KoBtvpRRj FiacAoJZH nLHQuJ UFyRWmN 3-10-8 -0 3-10-8 1 Ts Scale = 1:12.5 3x4 i 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0:21 Vert(CT) file 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 FBC2020lrP12014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. Ilf 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Rom", — YONS. (size) 1=4-M, 3=4-M Max Horz 1=103(LC 12) Max Uplift 1=-54(LC 12), 3=-105(LC 12) Max Gram 1=121(LC 17), 3=133(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-142/282 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 atjoint(s)1 except (It --lb) 3=105. This item has been - electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6834 6804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 AiTek Is always required for 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 ANS11TPlf Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Intonation available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713207 77689 HV6 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:46 2021 Page 1 ID:pcN6P42xDf7f8nvCHKPCljz7nUO-ZhEgXt2PQpv7KoBtvpRRjFf WzAIsZHnLHQuJUFyRWmN 3-10.8 6-M 3-10-8 2-1-8 3x6 3x4 5- Scale = 1 5x8 MT18HS 11 3x4 11 ' 6-M Plate Offsets (X Y)— 12:0-3-0,0-0-71, [3:0-3-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - n/a 999 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-R Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-M, 4=6-M Max Horz 1=104(LC 12) Max Uplift 1=112(LC 12), 4=-145(LC 12) Max Grav 1=197(LC 17), 4=194(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-178/346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) electronically signed and 1=112, 4=145. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6834 8004 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 NiiTek� Is always required for 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 ANS111P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713208 77689 HV8 Valley 2 1 Job Reference (optional) Chambers I russ, Fort Pierce, I-L - :14VUZ. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:47 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCIjz?nUO-1 toCkD31A71_ym3TWygFSFkiaBFligUV4esOhyRWmM 3-10-8 8-0-0 3-10-8 4-1-8 6.00 12 3x4 i 4x4 = 2x3 11 3x4 II 3x4 11 3 Scale = 1:14.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD B,i--',ORD 2x4 SP N0.3 N' 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=8-M, 4=8-M, 5=8-M Max Horz 1=104(LC 12) Max Uplift 1=-64(LC 12), 4=-126(LC 8), 5=-190(LC 12) Max Grav 1=120(LC 17), 4=137(LC 1), 5=279(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-244/474 Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reac8ons shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord•and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except at --lb) 4=126, 5=190. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 66M 6004 Parke East Blvd. Tampa FL 33810 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. 5119/2020 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 thus system. Before use, the building designer must verify the applicability of design parameters -and property Incorporate this design Into the overall WOW �• building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek- Is always required for 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 trusssystems, see ANSVTP11 Quality Criteria, DSB•89 and BCSI Building Component 6904 Pa Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD Parke East Blvd. 20601 Tampa, rk East Job Truss Truss Type Qty Ply REED T25713209 77689 HV10 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:45 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCijz?nU0-5VgSKX2nfWnGjecgL5wCA190YnQ1 gojB2m9myoyRWmO Scale = t'� 3x6 = 3x6 II 3x4 I I 2 3 7 6 4 6.00 12 1 6 5 3x4 2x3 II 3x4 II 10-M 10-M Plate Offsets (X Y)— 12:0-3-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals.^ WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 r REACTIONS. (size) 1=10-0-0, 5=10-0-0, 6=10-0-0 Max Horz 1=104(LC 12) Max Uplift 1=-68(LC 12), 5=-138(LC 8), 6=-294(LC 9) Max Grav 1=139(LC 17), 5=165(LC 22), 6=390(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-319/607 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf: BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-10-8, Exterior(2R) 3-10-8 to 8-1-7, Interior(1) 8-1-7 to 9-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 This item has been will fit between the bottom chord and any other members. electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=138, 6=294. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceit 68M 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 propedy Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689. HVE Valley 1 1 T25713210 Job Reference (optional) russ, Fort Pierce, FL - 34982, 3-10-8 3x6 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:48 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-V4MayZ4fxR9ra6LFlETvognrF QI18NdkkNQY7yRWmL 12-M Scale = 1:19.7 2x3 II 3x4 II 3 7 8 s 4 6 3x4 5 i .2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S LUMBER- TOP.CHORD 2x4 SP No.3 B"> _ `, ORD 2x4 SP No.3 N 2x4 SP No.3 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 5=12-0-0, 6=12-0-0 Max Horz 1=104(LC 12) Max Uplift 1=-98(LC 12), 5=-164(LC 9), 6=-364(LC 9) Max Grav 1=176(LC 17), 5=192(LC 1), 6=467(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-347/625 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-10-8, Exterior(2R) 3-10-8 to 8-1-7, Interior(1) 8-1-7 to 11-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall. by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1 except at=lb) 5=164,6=364. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 NliTek USA, Inc. FL Cud 6634 6904Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek' always required stability and toprevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcetion, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI?PH Qualify Criteria, DSB-89 and SCSI Building Component SallW Intormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Padce East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713211 77689 J1 Jack -Open 18 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:49 2021 Page 1 I D:pcN6P42xDi7i8nvCHKPCljz?n UO-zGwy9u51 ikH iBGvSax?8KtK8KOswmdXnzO7z5ayRW mK -1-4-0 1-0-0 14-0 1-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=96(LC 12) Max Uplift 3=-3(LC 9), 2=-232(LC 12), 4=-12(LC 1) Max Grav 3=20(LC 12), 2=157(LC 1), 4=46(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Extedor(2E) 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 3, 4 except at --lb) 2=232. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6834 6004 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689 J3 Jack -Open 18 1 T25713212 Job Reference (optional) truss.ME P.M% FL - �voz, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:49 2021 Page 1 I D: pcN6P42xDi 7i8nvCHKPC Ijz7nUO-zGwy9u5li kHi BGvSax98KtK8KOn FmdXnzO7z5ayRWm K -1-4-0 3-M 1-4-0 3-M Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 B : ^ 1 ORD 2x4 SP N0.3 R__—r'_'DNS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=158(LC 12) Max Uplift 3=-79(LC 12), 2=-266(LC 12), 4=-57(LC 9) Max Grav 3=62(LC 17), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-11-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 4 except at --lb) 2=266. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6964 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not�- a truss system. Before use, the building designer must verify 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 Is for MiTek always required 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?PH Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable froth Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Parke ParkBlvd. e East East Tampa, Job Truss Truss Type City Ply REED T25713213 77689 J5 JACK -OPEN 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. wed Oct 20 12:22:50 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-SSULNE5wT2PZpQUe8eWNt5tLOo1 rV4nwB2sWdOyRWmJ -1.4-0 5-M 14-0 5-M 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.07 4-7 >790 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP'M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=221(LC 12) Max Uplift 3=-136(LC 12), 2=-218(LC 12), 4=5(LC 12) Max Grav 3=134(LC 17), 2=264(LC 1), 4=86(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 5-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18;, MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 4 except (jt=lb) 3=136, 2=218. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 andfor chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713214 77689 J58 Jack -Open 6 1 Job Reference (optional) GI uss, Pon Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:51 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-we2jaa6YELXQRZ3giM1 cQIPROBOUEX04Qic49SyRWmI -1-4-0 5-8-0 14-0 5-8-0 Scale = 1:19.4 Plate Offsets (X,Y)— [2:0-0-12,Edge], [2:0-04,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 0.64 Vert(LL) 0.28 4-7 >241 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.08 4-7 >876 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. B `7 ' ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. N; Lei[.urr SP N0.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=242(LC 12) Max Uplift 3=-171(LC 12), 2=-355(LC 12), 4=-123(LC 12) Max Grav 3=127(LC 17), 2=288(LC 1), 4=98(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1)1-8-0 to 5-7-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) except at=lb) 3=171, 2=355, 4=123. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6884 Parke East Blvd. Tampa,FL $3610. Date: October 21.2021 i ® WARNING - verify design parameters and READ NOTES ON THIS`AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 chard 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 ANS11TPl1 Quality Criteria, DSBr6 9 and SCSI Building Component 6904 Parke east Blvd. Safety Information available'from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713215 77689 J5C JACK -OPEN 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, u.43u s Aug i b zun MI I ek industries, inc. Wed Oci zu iz:«:ac wcr rage i I D:pcN6P42xDi7i8nvCHKPCljz?n UO-Orb5ow7A?ffH2jeOG3YryWyeEbpDz_GDfM Ld ivyRWmH 1 4-0 5-8-0 1-0-0 5-8-0 3x4 = LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 4-7 >905 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Wind(LL) 0.10 4-7 >650 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=242(LC 12) Max Uplift 3=-155(LC 12), 2=-227(LC 12), 4=-1O(LC 12) Max Grav 3=149(LC 17), 2=288(LC 1), 4=101(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. scale=l;; W m N PLATES GRIP MT20 2441190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 5-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 4 except at --lb) 3=155, 2=227. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and Is for an Individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and pmperiy Incorporate this design Into the overall ��; AA building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTeW Is always required for 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 ANSI111"Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. _ Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply REED T25713216 77689 J5D JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 SUPPORT REQUIRED SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.67 Lumber DOL 1.25 BC 0.50 Rep Stress Incr YES WB 0.00 Code FBC2020/TPI2014 Matrix -MP R'� DNS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=178(LC 12) Max Uplift 1=-219(LC 12), 2=-180(LC 12), 3=-131(LC 12) Max Grav 1=207(LC 1), 2=138(LC 17), 3=103(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:52 2021 Page 1 I D:pcN6P42xDi7i8nvCHKPCljz? nUO-Orb5ow7A?ffH2jeO G3YryW yblbn2z_GDf M LdivyR W mH 5-8-0 Scale=1:18.6 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.27 3-6 >246 240 MT20 244/190 Vert(CT) -0.08 3-6 >868 240 Horz(CT) -0.01 2 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-7-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift atjoint(s) except Qt=lb) 1=219, 2=180, 3=131. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE N0.68162 MITek USA, Inc, FL'Cert 0634 6904 Parke Erik Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 WOW fabrication,required for stability and to prevent collapse with possible personal Injury andproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 Quallly Criteria, DSB-99 andBCSI Building Component 6904 Parke East Blvd. SaRMyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713217 77689 J5DD JACK -CLOSED 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:53 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCIjz?nUO-s19T?GBomzo7gtDDpn34VjVnA77WiRW MuO5BELyRWmG 31A 11 SUPPORT 3x5 11 REQUIRED LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 3=Mechanical Max Horz 1=175(LC 12) Max Uplift 1=-216(LC 12), 3=-306(LC 12) Max Grav 1=204(LC 1), 3=204(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-186/446 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.26 3-6 >256 240 MT20 244/190 Vert(CT) -0.07 3-6 >906 240 Horz(CT) -0.01 1 n/a n/a Scale =1'. Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-64 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) except Qt=1b) 1=216, 3=306. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not is signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert0634 66.04 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ■ ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, see ANS11TP11 qualkyCriteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713218 77689 J513 JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, ADEQUATE SUPPORT REQUIRED 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 2012:22:54 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nU0-KDjrCc9QXGw_I1 oPNUaJ1x1_SPSBRumW6ggkmnyRWmF 5-M Scale=1:17.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(i-L) 0.18 3-6 >333 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.05 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER - TO? CHORD 2x4 SIP M 30 B17 ' )RD 2x4 SP M 30 Wi Leif: ,4-# SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=Mechanical Max Horz 1=156(LC 12) Max Uplift 2=157(LC 12), 3=-117(LC 12), 1=-193(LC 12) Max Grav 2=114(LC 1), 3=87(LC 3), 1=183(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL'=4.2psf, BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4.11-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) except(jt=1b) 2=157, 3=117, 1=193. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. .Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8684 Parke East Blvd, Tampa, FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual buildingcomponent, 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 i1AiTek- Is always required for 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/rPlf Quality Criteria, DSB-e9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713219 77689 J5P JACK -OPEN 15 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.43U s Aug 16 zu21 hurl ek industries, inc. Wed va zU 12:22:54 202i rage 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-KDjrCc9QXGw_I1 oPNUaJ1x1_nPTYRumW6ggkmnyRWmF -1.4-0 5-M 1-4-0 5-M Scale = 1f' 5-0-0 Plate Offsets (X Y)— 12.0-2-9 0-1-8] [2.0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.17 4-7 >351 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , `l WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=221(LC 12) Max Uplift 3=-148(LC 12), 2=-331(LC 12), 4=-106(LC 12) Max Grav 3=11O(LC 1), 2=264(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-6-0, Interior(1) 1-8-0 to 4-11-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) except (jt=lb) 3=148, 2=331, 4=106. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cort 6634 6804 Parke East Blvd. Tampa FL 33610 Date: _ October 21,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, erectionand bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713220 77689 J7 Jack -Open 13 1 Job Reference (optional) uss, Fort Pierce, t-L = a4tlaz, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:55.2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-oQHEQy92la2rvBNbxC5Ya8a4OpoVALOf-KaHIDyRWmE -1-4-0 7-M 1-4-0 7-" Scale=1:23.0 I LOADING (psg SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.18 4-7 >467 240 BCLL 0.0 Rep Stress Incr YES WB O'00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Wind(LL) 0.22 4-7 >386 240 Weight 24 lb FT = 20% LUMBER - TOP CHORD 20 SP M 30 B' " `DRD 2x4 SP M 30 R r SONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=284(LC 12) Max Uplift 3=-198(LC 12), 2=-246(LC 12), 4=-14(LC 12) Max Grant 3=188(LC 17), 2=336(LC 1), 4=126(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 5-10-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at Joint(s) 4 except (jt=lb), 3=198,2=246. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 8804 Parke Ea# Blvd. Tampa FL $3810 Date: October 21,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 ra pametersand property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . Is MITek� always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSO-89 and BCSI Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parke East East Blvd. Tampa, FL Job Truss Truss Type Qty Ply REED T25713221 77689 J7A Jack -Open 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, f 3x5 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:56 2021 Page 1 ID:pcN6P42xDi7iBnvCHKPCljz?nUO-GcrcdlAh3uA0(LyoVvdn7M7FQC81 voGpa_JrrgyRWmD Scale = I, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.09 3-6 >946 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 3-6 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.24 3-6 >354 240 Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=220(LC 12) Max Uplift 1=-114(LC 12), 2=-204(LC 12), 3=-22(LC 12) Max Grav 1=259(LC 17), 2=191(LC 17), 3=127(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 4-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing., NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s) 3 except at --lb) 1=114,2=204. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only 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, see ANSI1nPl1 Quality Crifede, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sakilylnrormatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689 KJ5 DIAGONAL HIP GIRDER 5 1 T25713222 Fh—h— T.,ec C. D;--- er �� Job Reference(optional) - --• - - •---. o.yov s r+ug ro gun ml I eK mausmes, Inc. vvea t7Ct 20 12:22:57 2021 Pagel I D:pcN6P42x Di 7i8nvCHKPCljz7n UO-koP_reBJgBIZ9UX_2d8OfZfam czleDNyoe3ON6yRWmC 1-10-10 3�-10 7-0-2 1-10-10 3-8-10 3-M 1 3-810 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.03 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Scale=1:17.3 PLATES GRIP MT20 244/190 Weight 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. V`) 2x4 SP No.3 R_ .=aONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=220(LC 8) Max Uplift 4=-94(LC 24), 2=-391(LC 8), 5=-230(LC 5) Max Grav 4=79(LC 17), 2=297(LC 28), 5=172(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/369 BOT CHORD 2-7=-418/288, 6-7=-418/288 WEBS 3-6=-317/459 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf,, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) 4 except Qt=lb) 2=391, 5=230. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 59 lb up at This item has been 1-6-1, 119 lb down and 59 lb up at 1.6-1, and 43 lb down and 97 lb up at 4-4-0, and 43 lb down and 97 lb up at 4-4-0 on top chord, electronically signed and and 117 lb down and 35 lb up at 1-6-1, 117 lb down and 35 lb up at 1.6-1, and 18 lb down'and 5 lb up at 4-4-0, and 18 lb down and 5 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. sealed by Velez, Joaquin, PE 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Dig Digital al Signature. Printed copies Of this LOAD CASE(S) Standard document are not considered 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads =- Vert 1-4=-54, 5-8=-20 4 signature Innature ust be verified Concentrated Loads (lb) on any electronic copies. Vert: 11=117(F=58, B=58) 14=-10(F=-5, B=-5) Joaquin Velez PE No.68182 NliTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21.2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with kTek®.connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parametersand 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, see ANSI?PH QuParke East Blvd. ality Criteria, DSB-89 and BCSI Building Component 6904 Pa Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, rk East Job Truss Truss Type Qty Ply REED T25713223 77689 KJ7 Diagonal Hip Girder 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, o.aaU s Aug 10 zurl MI I eK mausules, mc. vveo Uri zu 7 z;zz;oo zuz i rage i I D:pcN6P42xDl7i8nvCHKPC1jz?nUO-D?zM2zCxbVQQme5AcKfFCngxOtBN dV61 I oyvYyRWmB 1-10-10 5-1-9 9-10-1 1-10-10 5-1-9 4.8-7 Scale =1""' ono — 3x4 = 5-1-9 4.8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Weight 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=284(LC 8) Max Uplift 4=-163(LC 8), 2=-387(LC 8), 5=-249(LC 5) Max Grav 4=133(LC 1), 2=477(LC 28), 5=326(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-712/563 BOT CHORD 2-7=-638/679, 6-7=-638/679 WEBS 3-7=-111/281, 3-6=-737/693 Structural wood sheathing directly applied or 6-M oc purlins. Rigid ceiling directly applied or 9-1-1 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) except at --lb) 4=163, 2=387, 5=249. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 59 lb up at 1-6-1,119 lb down and 59 lb up at 1-6-1, 43 lb down and 97 lb up at 4-4-0, 43 lb down and 97 lb up at 44-0, and 164 lb down and 164 lb up at 7-1-15, and 164 lb down and 164 lb up at 7-1-15 on top chord, and 52 lb down and 37 lb up at 1-6-1, 52 lb down and 37 lb up at 1-6-1. 18 lb down and 66 lb up at 44-0, 18 lb down and 66 lb up at 44-0, and 45 lb down and 20 lb up at 7-1-15, and 45 lb down and 20 lb up at 7-1-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=117(F=58, B=58) 13=-81(F=40, B=40) 15=-10(F=-5, B=-5) 16= 56(F=-28, B=-28) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6834 6§04 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 ANSUTP11 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Sarelyln(ormat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type REED 77689 KJL DIAGONAL HIP GIRDER TPly 1 T25713224 Job Reference (optional) o.-mu s Aug io zuzl ml I eK maustries, inc. wed Oct 20 12:22:59 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-hBWkGJCZMpYHOogNA1 AUk_kvvQE166gFGxYVR7yRWmA -1-10-10 4-2-4 7-11-7 1-10-10 4-2-4 3.9-3 Scale=1:18.9 4-2-4 3-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MP Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-10 oc bracing. N {: 2x4 SP No.3 (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=241(LC 8) Max Uplift 4=-246(LC 8), 2=-457(LC 8), 5=424(LC 5) Max Grav 4=170(LC 1), 2=335(LC 1), 5=283(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/575 BOT CHORD 2-7=-627/413, 6-7=-627/413 WEBS 3-6=-451/685 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at Joint(s) except at --lb) 4=246, 2=457, 5=424. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 59 lb up at This item has been 1-6-1, 119 lb down and 59 lb up at 1-6-1, 43 lb down and 97 lb up at 4-4-0, 43 lb down and 97 lb up at 4-4-0, and 69 lb down and electronically signed and 169 lb up at 7-1-15, and 70 lb down'.and 178 lb up at 7-1-15 on top chord, and 117 lb down and 35 lb up at 1-6-1, 117 lb down and sealed by Velez, Joaquin, PE 35 lb up at 1-6-1, 18 lb down and 5 lb up at 44-0, 18 lb down and 5 lb up at 4-4-0, and 43 lb down and 73 lb up at 7-1-15, and 47 lb using a Digital Signature. down and 85 Ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Prp tCO ine copies of this document are not considered LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the signature. must e verified Uniform Loads (plf) Vert. 1-4=-54, 5-8=-20 on any electronic copies. Concentrated Loads (lb) Joaquin Velez PE No.681e2 Vert: 7=-10(F=-5, B=-5) 11=117(F=58, B=58) 12=-108(F=-52, B=-56) 14=-89(F=-42, B=-47) MiTek USA, Inc.fl. Cart 6634 6904 Parke East Blvd, Tampa FL 43610 Date: October 21,2021 ® WARNING -Verify design .parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119l2020 BEFORE USE. -- • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for MiTek° stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see IANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 rk 6904 Parke East Blvd. Tampa, 3ast Job Truss Truss Type City Ply REED T25713225 77689 L COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:01 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCijz?nUO-daeVg?EptQo?e6gIHSCypPg6VDINasBYjF1 cWtyRWmB 8-2-15 155-0 22-7-1 3010-0 8-2-15 7-2-1 7-2-1 8-2-15 5x6 = 6.00 12 21 10 22 9 8 7 23 6 24 48 = 2x3 11 3x6 = 48 = 3x6 = 2x3 11 Scale = t l� 4x8 = jR LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.61 6-16 >610 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.25 6-16 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) -0.12 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins. 1-2,4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 3-8, 4-8, 2-8 WEBS 2x4 SP No.3 - - REACTIONS. (size) 1=Mechanical, 5=Mechanical Max Horz 1=-339(LC 10) Max Uplift 1=-1458(LC 12), 5=-1458(LC 12) Max Grav 1=1141(LC 1), 5=1141(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2032/4815, 2-3=-1391/3422, 3-4=-1391/3422, 4-5=-2032/4815 BOT CHORD 1-10=-4194/1764, 8-10=-4175/1760, 6-8=-4154/1760, 5-6=-4173/1764 WEBS 3-8=-2646/835, 4-8=-714/1810, 4-6=-995/333, 2-8=-714/1810, 2-10=-995/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-1-0, Interior(1) 3-1-0 to 15-5-0, Extedor(2R) 15-5-0 to 18-6-0, Interior(1) 18-6-0 to 30-10-0 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) All plates are MT20 plates unless otherwise indicated. This item has been 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. sealed by Velez, Joaquin, PE 7) Refer to girder(s) for truss to truss connections. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (#=1b) Printed copies of this 1=1458, 5=1458. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parametersand 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, see ANSI/11"Pl1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa. FL 36610 Job Truss Truss Type Qty Ply REED T25713226 77689 L1 FLAT 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:01 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-daeVg?EptQo?e6glHSCypPgBYDu3azrYjF1 cWtyRWmB 5-10-4 11.8-8. 5-10-4 5.104 5x6 = 3x6 11 5x6 = 1 7 8 2 9 10 3 F4\ 'Z Li 11 r 12 6 44x6 II 46 11 3x8 = Scale=1:36.1 5-10-0 5-10-4 11-8-0 11-0-8 5-9-12 0 -8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) 0.10 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. N" 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-5, 3-5 REACTIONS. (size) 6=0-8-0, 4=0-8-0 Max Uplift 6=-600(LC 8), 4=-600(LC 9) Max Grav 6=416(LC 1), 4=416(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-366/1320, 1-2=-239/929, 2-3=-239/929, 3-4=-366/1320 WEBS 1-5=-1257/326, 2-5=-347/966, 3-5=-1257/326 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-2-12 to 3-11-9, Exterior(2) 3-11-9 to 7-8-15, Comer(3) 7-8-15 to 11-5-12 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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) except (it=1b) This item has been 6=600,4=600. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on. any electronic copies. Joaquin,Velei PE No.68162 MITak.USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6119/2020 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 pp� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NNW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the" fabrication, storage, delivery, erection andbracing of trusses and truss systems, see `ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T26713227 77689 L2 FLAT 1 1 Job Reference (optional) Chambers Truss, Fort. Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:02 2021 Page 1 ID:pcN 6P42xDi7i8nvCHKPC Ijz7n UO-5m CtuLFRekwsFGPxrAjBM dMMSdDFJPRhyvm92JyRW m7 5-10-4 11.8.8 5-10-4 5-10-4 5x6 = 3x6 II 5x6 = 1 7 8 2 9 10 3 46 11 3x8 = 4x6 11 Scale =1;�' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CS1. TC 0.50 BC 0.39 WB 0.47 Matrix -MS DEFL. in (loc) I/defi Ud Vert(LL) 0.10 5-6 >999 240 Vert(CT) -0.05 5-6 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-5, 3-5 REACTIONS. (size) 6=0-8-0, 4=0-8-0 Max Uplift 6=-000(LC 8), 4=-600(LC 9) Max Grav 6=482(LC 2), 4=482(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-369/1322, 1-2=-228/795, 2-3=-228/795, 3-4=-369/1322 WEBS 1-5=-1178/339, 2-5=-348/970, 3-5=-1178/339 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-2-12 to 3-11-9, Exterior(2) 3-11-9 to 7-8-15, Comer(3) 7-8-15 to 11-5-12 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) This item has been 6=600, 4=600. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 ANSUTPH Qualify Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713228 77689 M HALF HIP 1 1 Job Reference (optional) unamDers I russ, t-On Nlerce, rL - 34V62, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:03 2021 Page 1 7i8nvCHKPCljz?nUO-ZymF5hG4P12j1P_8PtFQvgvU61 VY2s6rBZWiamyRWm6 5x10 = 12 13 JX0 i " 3x4 II Scale:l/2'=l' 7-M 3-M Plate Offsets (X,Y)—[2:0-2-10,0-1-8j,[3:0-6-8,0-1-12) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.38 6-9 >334 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.12 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matra -MS Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, B(' —ORD 2x4 SP M 30 except end verticals. W'', 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. REACTIONS. (size) 2=0-8-0, 5=Mechanical Max Horz 2=288(LC 12) Max Uplift 2=-587(LC 12), 5=-526(LC 12) Max Grav 2=466(LC 1), 5=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-427/1067 BOT CHORD 2-6=-1149/315, 5-6=-1191M22 WEBS 3-6=-1037l273, 3-5=457/1697 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf,, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 1-8-0, Interior(1) 1-8-0 to 7-0-0, Exterior(2E) 7-0-0 to 10-6-4 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been will fit between the bottom chord and any other members. electronically Signed and 7) Refer to girder(s) for truss to truss connections. sealed by Velez, Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) using a Digital Signature. 2=587, 5=526. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez'PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: (fir.tnhar 91 9n91 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 KWIC building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek• Is always required for 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 ANSIITP11 QualHyCriterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED I T25713229 77689 M2 MONOPITCH 18 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:04 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-19KdJ1 Gi41.AaV7lKzbmfR2ShORtanlJ_PDFG7CyRWm5 -1-4-0 644 12-5-8 1.4-0 6.44 6-1-4 I 3x4 11 4 3x5 = 2x3 II 6x8 = Scale = I 1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.54 BC 0.46 WB 0.57 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) 0.18 6-9 >815 240 Vert(CT) -0.07 6-9 >999 240 Horz(CT) -0.02 5 n/a n/a PLATES GRIP MT20 244/190 Weight 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, BOT CHORD 2x4 SP M 30 except end verficals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-11 oc bracing. REACTIONS. (size) 2=0-8-0, 5=0-5-8 - Max Horz 2=455(LC 12) Max Uplift 2=-610(LC 12), 5=-673(LC 12) Max Grav 2=531(LC 1), 5=452(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-627/1393, 4-5=-153/289 BOT CHORD 2-6=-1721/523, 5-6=-1721/523 WEBS 3-6=-922/285, 3-5=-585/1921 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-3-12 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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) except at --lb) 2=610, 5=673. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cori 6B34 $904 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 l WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANS111Pil Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED T26713230 77689 M3 MONOPITCH 35 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:05 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCijz7nUO-VLuOWNHKxRQ6j8W WIHu_F_u6gFyWml7el7pfeyRWm4 544 10-5-8 1 0 544 5-1-4 i 3x4 11 4 3x4 = [x1 I I 6x8 = Scale=1:32.5 Plate Offsets (X,Y)— [2:0-0-0,0-0-4) LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.10 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.03 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, B;, ;JRD 2x4 SP M 30 except end verticals. W 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. REACTIONS. (size) 2=0-8-0, 5=0-5-8 Max Horz 2=391(LC 12) Max Uplift 2=-532(LC 12), 5=-561(LC 12) Max Grav 2=458(LC 1), 5=377(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 2-3=-515/1189, 4-5=-138/263 BOT CHORD 2-6=-1489/429, 5-6=-1489/429 WEBS 3-6=-785/236, 3-5=-481/1665 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 10-3-12 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 joints) except Qt=lb) This item has been 2=532, 5=561. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8634 6604 Parke Eest Blvd, Tampa FL 33610 Date: October 21,2021 ® WARNING -Verify design parameters arM READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74I3 rev. 5/19M020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PN Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED T25713231 77689 M4A HALF HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.431.1 s Aug 10 tun Mr i eK mousmes, Inc. vveo uctzu nz:za:uo zun rage i I D:pcN6P42xDi7i8nvCHKPC Ijz?nU0-_XSOkilyiyOHkW47o7 W TX_mEcSFCD HtXkNB5yRWm3 14-0 5-" 9-M J 10-5.8 5-4-4 3 7-12 15-8 5x8 MT18HS i 45 = sxy — 3x4 = 3x6 11 Scale =13, \� Plate Offsets (X Y)— 12.0-0-4 Edge] [4.0-4-7 0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.14 7-10 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.05 7-10 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) -0.01 . 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. r — WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. ) WEBS 1 Row at midpt 5-7 REACTIONS. (size) 6=0-5-8, 2=0-8-0 Max Horz 2=351(LC 12) Max Uplift 6=-542(LC 12), 2=-552(LC 12) Max Grav 6=377(LC 1), 2=458(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-505/1198, 34=-496/1423, 4-5=-403/1398, 5-6=338/1046 BOT CHORD 2-7=-1398/403 WEBS 3-7=-339/471, 5-7=-1912/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7A6; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extedor(2E) 9-0-0 to 10-3-12 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss Component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. This item has been 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' electronically signed and 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. Sealed by Velez„ Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) using a Digital Signature. 6=542, 2=552. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert6834 $904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �� Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city, Ply REED 77689 M4B HALF HIP 2 1 T25713232 Ch b T Job Reference optional) am ers runs, on Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek industries, Inc. Wed Oct 20 12:23:07 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-Sj7mx2JaTGY8M l lvejJM3g4Baewd_gdQ6BUwjXyRWm2 1-0-0 7-M 3 5$ 5x6 = 3x4 11 Scale=1:23.7 3 12 13 4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.11 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.05 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD 8,., '�DRD 2x4 SP M 30 N ) 2x4 SP No.3 BOT CHORD REACTIONS. (size) 2=0-8-0, 5=0-5-8 Max Horz 2=288(LC 12) Max Uplift 2=-576(LC 12), 5=-517(LC 12) Max Grav 2=458(LC 1), 5=377(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-499/1486 BOT CHORD 2-6=1499/374, M=-867/261 WEBS 3-6=-1169/301,3-5=-374/1216 Structural wood sheathing directly applied or 6-M oc purlins, except end verficals. Rigid ceiling directly applied or 5-3-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 7-M, Exterior(2E) 7-0-0 to 10-3-12 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) except (jt=lb) 2=576,5=517. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd, Tampa FL 33610 Date: v%,LU U1 G i ,LUL t ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with M7ek@ connectors. This design Is based only upon 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 Is always required for 11 A �1.• MI�R 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 ANSIITP11 Quality Criteria, DSB-89 and Bost Building Component Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 6904 Pa rk East Parke East Blvd. Tampa, Job Truss Truss Type Qty Ply REED T25713233 77689 M6 MONOPITCH 15 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Uct 20 12:23:U7 2021 Page 1 ID:pcN6P42xDi7iBnvCHKPCljz7nUO-Sj7mx2JaTGY8M 11vejJM3g4CVewq_hGQ6BUwjXyRWm2 66-5-8.8 1 4 0 1-4-0 65-8 R 3x4 i 3 v-v 3x6 II Scale Plate Offsets (X Y)— [2:0-2-10 0-1-8) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.02 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.02 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.06 • 5-8 >999 240 Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-1 oc bracing. ) REACTIONS. (size) 4=0-5-8, 2=0-8-0 Max Horz 2=265(LC 12) Max Uplift 4=-334(LC 12), 2=-381(LC 12) Max Grav 4=226(LC 1), 2=313(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252/631, 3-4=-255/815 BOT CHORD 2-5=-722/155 WEBS 3-5=-1068/230 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-3-12 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 . 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) except Qt=1b) This item has been 4=334, 2=381. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MI7ek® 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 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 andlor 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 ANS11TP11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED 77689 M7 MONOPITCH 1 1 T25713234 Chamherc Tm Fnrf Pieren PI _ 4d0a9 Job Reference o tional I 0.4JU S Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:08 2021 Page 1 ID:pcN6P42xDt718nvCHKPCljz7nUO-wwZ880JCEag7zBs5COgbcucM22Fzj8GaKrDTGzyRWm 1 65$ 65-8 3x4 5- 45 = 3 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matra -MP Wind(LL) 0.07 4-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Ee,,. — �; IORD 2x4 SP M 30 V 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 3=0-5-8 Max Horz 1=200(LC 12) Max Uplift 1=-247(1_C 12), 3=-350(LC 12) Max Grav 1=234(LC 1), 3=234(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/689, 2-3=-248/838 BOT CHORD 1-4=-755/168 WEBS 2-4=-1116/248 Scale =122.1 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% Structural wood sheathing directly applied or 6-M oc purlins, except end verticals. Rigid ceiling directly applied or 6-10-11 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-M to 3-0-0, Interior(1) 3-0-0 to 6-3-12 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 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=247,3=350. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE N6.68182 1ATek USA, Inc. FL Cert 6634 8884 Parke East Blvd. Tampa FL 33810 Date: n..a..�-.._ nA nnnw WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Pa Safety Information available from Truss Parke East Blvd. ss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, rk 36610 East Job Truss Truss Type Qty Ply REED T25713235 77689 MA HALF HIP 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 15 ZU21 MI I eK Industries, Inc. Wed Cict 20 ie:23:09 2021 rage 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-067WMkKq7tpsbKRI18Lg859YSSd7Saejzvzl oPyRWmO -1-4-0 4-9-4 9-M 10-8-0 1�-0 4-9-4 4-2-12 1-8-0 5x6 = 3x4 11 Scale =1:5' -' ` 3x4 = 4-94 10-8-0 4-9-4 5-10-12 Plate Offsets (X Y)— 12.0-0-8 Edge] [4.0-3-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.16 6-7 >778 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 1 Row at midpt 4-7 REACTIONS. (size) 2=0-8-0, 6=Mechanical Max Horz 2=351(LC 12) Max Uplift 2=-562(LC 12), 6=-551(LC 12) Max Grav 2=466(LC 1), 6=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-571/1462, 34=-586/1734 BOT CHORD 2-7=-1655/472, 6-7=-354/109 WEBS 3-7=-339/570, 4-7=-1913/532, 4-6=-329/1009 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2E) 9-0-0 to 10-64 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This item has been 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 electronically Signed and will fit between the bottom chord and any other members, 7) Refer to girder(s) for truss to truss connections. Sealed by Velez, Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) using a Digital Signature. 2=562, 6=551. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cart 8634 8804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 Mew Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply REEDT25713236 77889 MB �ty MONOPITCH 1 y Job Reference (optional) ^lbers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:10 2021 Page 1 I D: pcN6P42xDi7i8nvCH KP Cljz?n UO-slhvZ4LTmBxJDU O UJrt3hJlkfrywBOsto9iaKsyRWm? -1-4.0 5S 8 10-" 1-0-0 5-5-8 5-2-8 IJal r 3x4 11 4 3x4 = 2x3 II 6x8 = Scale=1:33.1 Plate Offsets (X,Y)— f2:0-0-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) 0.11 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0'.33 Vert(CT) -0.04 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, I- t10RD 2x4 SP M 30 except end verticals. 1 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. REACTIONS. (size) 2=0.8-0, 5=Mechanical Max Horz 2=398(LC 12) Max Uplift 2=-540(LC 12), 5=-573(LC 12) Max Grav 2=466(LC 1), 5=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-526/1211, 4-5=-139/266 BOT CHORD 2-6=-1514/439, 5-0=-1514/439 WEBS 3-6=-800/241, 3-5=-491/1693 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 10-6-4 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 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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 100 lb uplift at joint(s) except at --lb) This item has been 2=540, 5=573. electronically Signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 8684 Parke East 6Ivd. Tampa FL 33610 Date: October 21.2021 I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ot a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek• always required 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 ' ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Insgtute, 2670 Crain Highway, Suite 2D3 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713237 77689 MV2 Valley 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITeK Industries, Inc. Wed Oct 20 12:23:10 2021 rage 1 ID:pcN6P42xD17i8nvCHKPCljz7nUO-slhvZ4LTmBxjD000Jrt3hJipYrl eB7jto9iaKsyRWm7 Scale =1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 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) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-M oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-M, 3=2-0-0 Max Horz 1=44(LC 12) Max Uplift 1=-23(LC 12), 2=-49(LC 12) Max Grav 1=52(LC 17), 2=43(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Bearing atjoint(s) 2 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) 1, 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Ill USA, Inc. FL Cart 6834 0904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 , ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �- Design valid for use only with M rek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a thus system. Before use, 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 o1 trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job ITruss Truss Type Qty Ply REED 77689 MV4 Valley 6 1 T25713238 ��-_`-� Job Reference o tional fuss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. " Wed Oct 20 12:23:11 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-KVFHnQM5XV3agebgtZOIDWErJFKAwaz01 pSBtiyRWm_ 4-0-0 4-0-0 3x4 i 3x4 II Scale=1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 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 FBC2020/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 1 ' 2x4 SP No.3 BOT CHORD IONS. (size) 1=4-M,3=4-M Max Horz 1=103(LC 12) Max Uplift 1=-54(LC 12), 3=-105(LC 12) Max Grav 1=121(LC 17), 3=133(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1421282 Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except at --lb) 3=105. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA Inc. FL Cart 66M 604 Parke East Blvd. Tampa FL 83610 Date: vctwer z i ,zUri ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. ��• Design valid for use only with'Mi rek® connectors. This design is based only upon 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, see ANSI/rpl! Quift Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, rkFIL 36610 Job Truss Truss Type City Ply REED T25713239 77689 MV6 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:12 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nU0-ohpf mMjloBRSoAsRGvXmknlZfaWf1D9FTBhOkyRWlz 3x4 11 3 3x4 i 3x5 II Scale = 1:1!-' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=6-M, 3=6-0-0 Max Horz 1=166(LC 12) Max Uplift 1=-87(LC 12), 3=-170(LC 12) Max Grav 1=196(LC 17), 3=214(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-223/439 Structural wood sheathing directly applied or 6-U oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb) 3=170. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL $3610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 andfor chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oly, Ply REED T25713240 77689 MV8 Valley 1 1 Job Reference (optional) -'namoers r Fuss, Fork Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:12 2021 Page1 ID:pcN6P42xDi718nvCHKPCljz?nU0-ohpf mMjloBRSoAsRGvXmknlHg7f?M9FTBhOkyRWiz 8-M 8-0-0 3x4 II 3 3x4 i 2x3 I 4 3x4 11 Scale:l/2•=1' LOADING (psq TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.58 BC 0.22 WB 0.18 Matrix-P DEFL. in (loc) Well Ud Vert(LL) n/a n/a 999 Vert(CT) file n/a 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directy applied or 10-0-0 oc bracing. (_ ,s 2x4 SP No.3 REACTIONS. (size) 1=8-M, 4=8-M, 5=8-0-0 Max Horz 1=229(LC 12) Max Uplift 4=-97(LC 12), 5=-294(LC 12) Max Grant 1=89(LC 1), 4=123(LC 17), 5=371(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=408/183 WEBS 2-5=-348/617 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf-, h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 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) 4 except Qt=1b) 5=294. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cprt 6834 t 904 Parke East Blvd. Tampa FL $3610 Dater Octnher 219021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 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 propedy incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiT®k• always required for 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'syslems, see ANS11TR1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type city Ply REED T25713241 77689 MV9 Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 162021 MiTek Ineustnes, Inc. Wee uct ZU 1Z:Z3:13 ZUz1 rage 1 ID:pcN6P42xDi7i8nvCHKPCljz7nU0-GtN1 C6NL36Jl4y13_QmJxKA03750SaJU7xEwByRWly 3x4 II 3 i 5 4 3x4 2x3 11 3x4 11 Scale =1:2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.71 BC 0.30 WB 0.19 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (loc) I/deft Ud file 999 file 999 4 n/a file PLATES GRIP MT20 244/190 Weight 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=9.6-0, 4=9-6-0, 5=9-6-0 Max Horz 1=277(LC 12) Max Uplift 4=-121(LC 12), 5=-342(LC 12) Max Grav 1=117(LC 1), 4=153(LC 17), 5=433(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/187, 3-4=-133/278 WEBS 2-5=-374/624 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-4-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) except Qt=lb) This item has been 4=121,5=342. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 8634 6504 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSIITPlf Qualify Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713242 77689 PBA Piggyback 6 1 Job Reference (optional) vucuuc,a nu run ncwc, r� - ovcoc, t3.4JU S Aug 10 ZUZ1 MI IeK Industries, Inc. Wed Oct 20 12:23:14 2021 Page 1 I D: pcN6P42xDi7i8nvCHKPC Ijz7n UO-14wP PSOzgQRgh6KFYhx7r9sU_TOd7wtSjngoSdyRWix 12-2-0 244-0 12-2-0 12-2-0 44 = Scale=1:41.2 3x4 = 15 14 20 13 12 141 10 3x4 = 3x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.14 BC 0.09 WB 0.12 Matrix-S 244-0 DEFL. in (loc) I/defl Ud Vert(LL) 0.00 9 n/r 120 Vert(CT) 0.00 9 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C", ri 2x4 SP No.3 R! - ._- :DNS. All bearings 22-6-6. (lb) - Max Horz 2=-244(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8 except 14=-277(LC 12), 15=-250(LC 12), 11=-277(LC 12), 10=-250(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 8 except 12=381(LC 17), 14=434(LC 17), 15=379(LC 17), 11=433(LC 18), 10=379(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-137/299, 5-6=-137/300 WEBS 4-14=-270/398, 3-15=-239/334, 6-11=-269/398, 7-10=-238/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 12-2-0, Extedor(2R) 12-2-0 to 15-2-0, Interior(1) 15-2-0 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide electronically Signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sealed by Velez, Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except at --lb) using a Digital Signature. 14=277, 15=250, 11=277, 10=250. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printed copies of this designer. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66162 Mi rek USA, Inc..FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: OrtnhPr 91 917191 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ��• Design valid for use only with MRe _ connectors. This design Is based only upon 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 MITBk• Is always required for 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 ANS11TPIf Quality Made, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713243 77689 PBB Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.43u snug 16 zuzl MI I eK mcustries, inc. Wed Oct zu 1223:1 o 2021 rage 1 I D: pcN6P42xD17i8nvCHKPCljz7nUO-D GU ncnPbajZOJFvR60SEOM PfzskssNGcxRQ L73yRWlw 12-0-0 1$-4 24.4-0 12-0-0 04 12-" Scale =1*4 ,, 4x4 = 3x4 = 15 14 18 13 12 119 10 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TC 0.13 BC 0.09 WB 0.11 Matrix-S DEFL. in (loc) I/deft Ud Vert(LL) 0.00 9 n/r 120 Vert(CT) 0.00 9 n/r 90 Horz(CT) 0.00 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 ,a REACTIONS. All bearings 22-6-6. - (lb) - Max Horz 2=-244(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8 except 14=-277(LC 12), 15=-250(LC 12), 11=-277(LC 12), 10=-250(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 8 except 12=381(LC 17), 14=434(LC 17), 15=379(LC 17), 11=433(LC 18), 10=379(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-137/269, 5-6=-137/272 WEBS 4-14=-270/366, 3-15=-239/300, 6-11=269/366, 7-10=-238/300 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 12-2-0, Exterior(2R) 12-2-0 to 16-2-0, Interior(l) 16-2-0 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. This item has been 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 = 10.0psf. Sealed by Velez, Joaquin, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except at --lb) using a Digital Signature. 14=277, 15=250, 11=277,10=250. Printed copies of this 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building document are not considered designer. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 Mifak USA, Inc. FL cart6634 6804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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, see ANSYTP11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. SaretyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713244 77689 PBC Piggyback 1 1 1. Job Reference (optional) L;namDers truss, t-ort Tierce, rL - 34962, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:17 2021 Page 1 ID:pcN6P42xDi718nvCHKPCljz7nUO-9fcY1 TQs6LpjYZ2gDpViiTnUOmgPHKHtvPIvS3yyRWlu 10-10 8 13A 24-0-0 10-10-8 2-7-0 10-10-8 3x6 = 3x6 = Scale=1:41.9 3x4 = 17 16 22 15 14 103 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 11 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code 'FBC20201rP12014 Matrix-S PLATES GRIP MT20 244/190 Weight 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. B -, ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C I 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-218(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 14, 10 except 16=-234(LC 12), 17=-261(LC 12), 13=-234(LC 12), 12=-261(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 2, 10 except 14=358(LC 17), 16=412(LC 17), 17=384(LC 17), 13=408(LC 18), 12=385(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-152/270, 5-6=441/275, 6-7=141/275, 7-8=152/271 WEBS 4-16=248/342, 3-17=-243/312, 8-13=244/342, 9-12=-244/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 10-10-8, Exterior(2E) 10-10-8 to 13-5-8, Exterior(2R) 13-5-8 to 17-8-7, Interior(1)17-8-7 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to.prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 10 except at --lb) 16=234; 17=261, 13=234, 12=261. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This.jtem has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cdrt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713245 776B9 PBD Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 10-M 3x6 = 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:18 2021 Page 1 >xDi7i8nvCHKPCljz?nUO-drAwFpRUlexaAjdOnXOxO? 1 Bi41W3kE2ePe?bOyRWlt 3x6 = 10-M 3x4 = 17 16 22 15 14 103 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 11 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-S Scale =1:4i l-__ PLATES GRIP MT20 244/190 Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-200(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 10 except 14=-100(LC 12), 16=-206(LC 12), 17=-266(LC 12), 13=-206(LC 12), 12=-266(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=362(LC 17), 16=394(LC 17), 17=387(LC 17). 13=387(LC 18), 12=389(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-16=-231/315, 3-17=-247/316, 8-13=-223/315, 9-12=-249/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 10-0-0, Exterior(2E) 10-0-0 to 14-4-0, Exterior(2R) 14-4-0 to 18-6-15; Interior(1) 18-6-15 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except at --lb) 14=100, 16=206, 17=266, 13=206, 12=266. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. i This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 83610 Date: October 21.2021� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MI7ekO connectors. This design is based only upon 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, see ANS11TP/1 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply REED 77689 PBE Piggyback 1 1 T25713246 ��- Job Reference (optional) �^ ^a 6.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:19 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz7nUO-51 kIS9S6ey3RotCDLEXAYCaMMU5noBMBs3OZ8gyRWls 8-10-8 155-8 24-0-0 8-10-8 6-7-0 8-10-8 3x6 = Scale = 1A1.6 5 20 21 6 22 23 3x6 = 3x4 = 17 16 26 15 14 117 12 3x4 = 3x6 = 24-4.0 Plate Offsets (X,Y)-- [5:0-3-0,0-2-01,[7:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. E; '=10RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C 5 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-177(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 10 except 14==168(LC 12), 16=-174(LC 12), 17=-268(LC 12), 13=-174(LC 12), 12=-268(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=390(LC 17), 16=384(LC 17), 17=391(LC 17), 13=366(LC 18),12=393(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-16=-220/256, 3-17=-251/344, 8-13= 202/257, 9-12=-253/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 8-10-8, Exterior(2R) 8-10-8 to 13-1-7. Interior(1)13-1-7 to 15-5-8, Exterior(2R) 15-5-8 to 19-8-7, Interior(1) 19-8-7 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. This Item has been 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except using a Digital Signature. Qt=lb) 14=168, 16=174, 17=268, 13=174, 12=268. Printed co pies of this 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building document are not considered designer. signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek UsA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL $3610 Date: Clr•fnhnr 94 9M1 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with;Mrrek® connectors. This design Is based only upon 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iviiTek' fabrication, storage, delivery, ereation.and bracing of trusses and truss systems, see ANSIITP11 4uality Criteria, DSB-89 and SCSI Building Component Safelyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713247 77689 PBF Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:20 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCljz?nUO-ZEIggVTkPGBIP1 nPvy2P5Q6X1tRTXeYL5j76gHyRWir 8-" 16-4-0 24-" 8-" 8-4-0 8-M 4x6 = Scale =1:4%- 45 20 4x6 = 21 78 3x4 = 17 16 15 14 13 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 MatrixS Weight 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-159(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-105(LC 12), 14=-208(LC 12), 16=-130(LC 12), 17=-264(LC 12), 13=-130(LC 12), 12=-264(LC 12), 10=-105(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 10 except 14=318(LC 22), 16=290(LC 17), 17=339(LC 17), 13=281(LC 22), 12=338(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-14=-238/277, 3-17=-254/357, 9-12=253/357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 8-0-0, Extedor(2R) 8-0-0 to 12-2-0, Intedor(1) 12-2-0 to 16-4-0, Exterior(21R)16-4-0 to 20-6-15, Interior(1) 20-6-15 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other,members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 2, 208 lb uplift at joint 14, 130 lb uplift at joint 16, 264 lb uplift at joint 17, 130 lb uplift at joint 13, 264 lb uplift at joint 12 and 105 lb uplift at joint 10. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 propedy incorporate this design Into 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 ANS11nPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ITruss Truss Type Qty, Ply REED T25713248 77689 PBG Piggyback 1 1 +�- Job Reference (optional) are Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:21 2021 Page 1 ID:pcNBP42xDi7i8nvCHKPCljz7nUO-1 Qs3VTMAZJ91AMbSfZeddri_HnhGSxUKNtfCjyRWlq 6-10-8 175-8 244-0 6-10-8 10-7-0 6-10-8 3x6 = Scale=1:41.6 20 21 0 22 23 3x6 = 3x4 = 17 16 15 14 13 12 3x4 3x6 = 244-0 Plate Offsets (X,Y)-- [4:0-3-0,0-2-01, [8:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 10 n/a We BCDL 10.0 Code FBC2020/rP12014 Matrix-S Weight: 88 Ill FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. Ej, `;1ORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C, S 2x4 SP No.3 REACTIONS. All bearings 22-6-8. (lb) - Max Horz 2=-136(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-121(LC 12), 14=-211(LC 12), 16=-167(LC 8), 17=-229(LC 12), 13=-171(LC 9), 12=-229(LC 12), 10=-121(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 10 except 14=306(LC 21),16=281(LC 21), 17=321(LC 17). 13=281(LC 22), 12=317(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-14=-226/263, 3-17=-235/328, 9-12=231/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-10-8, Exterior(2R) 6-10-8 to 11-1-7, Interior(1) 11-1-7 to 17-5-8, Exterior(2R)17-5-8 to 21-8-7, Interior(1) 21-8-7 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. This item has been 7) This truss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 211 lb uplift at using a Digital Signature. joint 14, 167 lb uplift at joint 16, 229 lb uplift at joint 17, 171 lb uplift at joint 13, 229 lb uplift at joint 12 and 121 lb uplift atjoint 10. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printedp co lea. of this document are not considered designer. signed and sealed and the signature must be verified on any electronic copies. Joaquin vela: PE No.68182 MiTek USA, Inc. FL Cert 8834 8804 Parke East Blvd. Tampa FL 33610 Dale: October 21,2021 3 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 141II-7473 rev. 5/1912020 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 Is for MiTek always required 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 ' ANSIMPl1 Quality Criteria, DSB-89 and BCSI Building Component rmatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 rk 69D4 Parke rke East Blvd. 3ast Tampa, Job Truss Truss Type Qty, Ply REED T25713249 77689 PBH Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, B.43U S Aug 1B zuzl mi I ex Industries, Inc. Wed Oct 20 12:23:23 202) rage 1 ID:pcN6P42xD17i8nvCHKPCljz?nUO-_ozplXVdiBZtGUW a4c6j2k2k5TDk?gnngMml-IcyRWlo 4-10 8 195-8 24-4-0 410 8 14-7-0 4-10-8 3x6 = 6.00 12 3 4 19 20 21 3x6 = 22 23 7 24 8 r. y.�.rQ �.�v. v............. v�. 30 = 17 16 15 14 13 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 24-4-0 CSI. DEFL. in (loc) Vdefi L/d TC 0.08 Vert(LL) 0.00 11 n/r 120 BC 0.06 Vert(CT) 0.00 11 n/r 90 WB 0.08 Horz(CT) 0.00 10 We n/a Matrix-S PLATES GRIP MT20 244/190 Scale = 1*,, ttit 11rh I°4 O C Weight 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22.6-6. (lb) - Max Horz 2=-95(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-125(LC 12), 14=-201(LC 12), 16=-235(LC 8), 17=-189(LC 12), 13=-236(LC 9), 12=-189(LC 12). 10=-125(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 10 except 14=297(LC 1), 16=300(LC 22), 17=295(LC 17), 13=300(LC 21), 12=284(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-16=-220/273, 3-17=-208/263, 7-13=-220/273, 9-12=-197/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Intedor(1) 3-3-15 to 4-10-8, Exterior(21R) 4-10-8 to 9-1-7, Interior(1) 9-1-7 to 19-5-8, Exterior(2R) 195-8 to 23-5-3, Interior(1) 23-5-3 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) 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 35-0 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 125 lb uplift at joint 2, 201 lb uplift at joint 14, 235 lb uplift at joint 16, 189 lb uplift at joint 17, 236 lb uplift at joint 13, 189 lb uplift at joint 12 and 125 lb uplift at joint 10. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 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 Is always required for 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 ANS11TPl1 Qualify Criteria, DSB•89 and BCSI Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 yN_y N This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6834 6604 Parke East Blvd. Tampa FL 33610 Date; October 21,2021 MiTek- 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty, Ply REED 77689 PBI P199Yback 1 1 T25713250 Job Reference (optional) ^� ts.4;1u s Aug 16 ZU21 MiTek Industries, Inc. Wed Oct 20 12:23:24 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPC Ijz7nU 0-S7XBVs W FTUikue5A6n7LFG H CQVpQTSywOK5Kp2yR W In 2-10-8 21-5-8 24-4 2-10 8 18-7-0 2-10-8 6.00 12 3x6 = 3 4 19 20 5 21 3x6 = 3x6 = 3x6 = 22 7 23 8 24 9 in 3x4 = 18 17 16 15 14 13 3x4 = 244-0 Scale=1:41.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 12 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0:08 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. E `,. IORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-53(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-135(LC 12), 15=-194(LC 12), 17=-244(LC 8), 18=-200(LC 8), 14=-244(LC 9), 13=-201(LC 9), 11=-135(LC 12) Max Gram All reactions 250 lb or less atjoint(s) 2, 11 except 15=294(LC 1), 17=305(LC 22), 18=285(LC 21), 14=305(LC 21), 13=285(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-17=-224/268, 4-18=-202/261, 7-14=-224/268, 9-13=-202/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-3-15 to 2-10-8, Exterior(2R) 2-10-8 to 7-1-7, Interior(1) 7-1-7 to 21-5-8, Exterior(2E) 21-5-8 to 24-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rein loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift atjoint 2, 194 lb uplift at joint 15, 24416 uplift at joint 17,,200 lb uplift at joint 18, 244 lb uplift at joint 14, 201 lb uplift at joint 13 and 135 lb uplift at Joint 11. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.61ii Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL $3610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I1912020 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 pioperly Incorporate this design Into 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?P11 Quality Criteria, DSB•89 and BCSI Building Component Blvd. 6904 Parke East Safetylnrormetlon available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf„ MD 20601 Tampa, FL E6610 ast Job Truss Truss Type City Ply REED T25713251 77689 PBJ Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:26 2021 Page 1 ID:hJIPuPurtpcl YO_7ixaFL3ytu6R-wB5ZjCXtEogbWogMhVeaoTpN5u9FCu24F_rtLUyRWIm 6-0-0 184-0 244-0 6-M 12-4-0 6-" 3x6 = 6.00 12 20 21 22 23 3x6 = Scale =1 A t _7� 3 9 19 24 f C, C� 2 18 N 2 3x4 = 17 16 15 14 3x6 = 13 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 2 I.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 11 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-S 12 3x4 = 1 PLATES GRIP MT20 244/190 Weight 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-6-6. (lb) - Max Horz 2=-11B(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-129(LC 12), 14=-209(LC 12), 16=-199(LC 8), 17=-206(LC 12), 13=-200(LC 9), 12=-206(LC 12), 10=-129(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 10 except 14=304(LC 21), 16=279(LC 21), 17=305(LC 17), 13=279(LC 22), 12=299(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-14=-224/250, 5-16=-200/251, 3-17=218/301, 7-13=-200/251, 9-12=-213/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-0-0, Exterior(2R) 6-0-0 to 10-2-15, Interior(1) 10-2-15 to 18-4-0, Extedor(2R) 18-4-0 to 22-6-15, Interior(1) 22-6-15 to 24-0-1 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) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) 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 tail 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 129 lb uplift at joint 2, 209 lb uplift at joint 14, 199 lb uplift at joint 16, 206 lb uplift at joint 17, 200 lb uplift at joint 13, 206 lb uplift at joint 12 and 129 lb uplift at joint 10. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. t r This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 -7 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITekV connectors. This design Is based only upon 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, erectlon and bracing of trusses and truss systems, see ANSI1nPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job ` Truss Truss Type city Ply REED T25713252 77689~ PBK Piggyback 1 1 o Job Reference (optional) ars 1 ruse, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:26 2021 Page 1 ID:hJIPuPurtpcl YO_7ixaFL3ytu6R-ONfywYXV?6yS7yEZFC9pKhMWJIU6xLHDTeaOtwyRWll Mo 26-0-0 28-4-0 2-M 24-4-0 2-0-0 6.0D 12 3x6 = 18 195 16 17 3x6 = Scale=1:48.5 r 9 10 11 H H FI 12 CS ...s❖.e.•o.::•.s• .•.o.•....• ..❖.sasss.•aso .•.•.os:❖..e..s.o..•: LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) I/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 2-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.03 2-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-S Wind(LL) 0.01 2-18 >999 240 PLATES GRIP MT20 2441190 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP _ CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. 10-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B CORD 2x4 SP M 30 V'___ 2x4 SP No.3 REACTIONS. All bearings 26-6-6 except (it --length) 12=0-3-8. (Ib) - Max Horz 2=41(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)12 except 2=-180(LC 12), 18=-280(LC 8), 17=-188(LC 12), 15=-203(LC 12), 14=-191(LC 12), 13=-270(LC 9), ll=-199(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 12 except 18=368(LC 21), 17=279(LC 22), 15=310(LC 1), 14=284(LC 21), 13=350(LC 22), 11=301(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-18=-257/304,9-13=-248/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 2-0-0, Exterior(2R) 2-0-0 to 6-0-11, Interior(1) 6-0-11 to 26-4-0, Exterior(2E) 26-4-0 to 28-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s)12 considers parallel to grain value using ANSUTPI 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 100 Ib uplift at joint(s)12 except (jt=lb) 2=180, 18=280, 17=188, 15=203, 14=191, 13=270, 11=199. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 1I USA, Inc. FL Cart 6634 8604 Parke East BNB, Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 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, see •- ANSI?PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply REED T25713253 77689 PBL Piggyback 1 1 Job Reference (optional) onamDers I russ, t-on t-lerce, rL - JvanZ, O.YJV b MUq IV ZV41 —IGM1 111—L110J, 11— 1— V4 IL.LJ. 1/ G 1Oy0 1 5-5-8 1 2.6-8 Scale=1:4,;� 6.00 12 3x6 = 3x6 = 3x6 = 20 3 4 21 22 5 23 6 7 24 8 25 26 9 axa = 3x6 = 3x4 = 19 18 17 16 15 14 3x4 = 3x6 = Plate Offsets (X Y)— (3:0-3-0 0-2-0] 19:0-3-0,0-2-0] (11:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.02 13 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 26-6-6. (lb) - Max Horz 2=-79(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-243(LC 12), 16=-215(LC 12), 18=-205(LC 8), 19=-188(LC 8), 15=-112(LC 12), 12=-209(LC 12). 14=-266(LC 12) Max Grav All reactions 250 lb or less atjoint(s)15 except 2=279(LC 1), 16=321(LC 1), 18=300(LC 22), 19=344(LC 21), 12=250(LC 1), 14=400(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-300/373, 3-4=-243/396, 4-5=-243/396, 5-7=-243/396, 7-8=-243/396, 8-9=-243/396, 9-10=-284/408, 10-11=-194/279, 11-12=255/314 WEBS 7-16=-234/272,4-19=-229/265,10-14=-281/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.0psf: h=19ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Extedor(2R) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 20-4-0, Exterior(2E) 20-4-0 to 21-9-8, Intedor(1) 21-9-8 to 25-9-8, Exterior(2E) 25-9-8 to 28-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 2, 215 lb uplift at joint 16, 205 lb uplift at joint 18, 188 lb uplift at joint 19, 112 lb uplift at joint 15, 209 lb uplift at joint 12 and 266 lb uplift at joint 14. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. R This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date; October 21,2021 ®, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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, see ANSM11 Quality Crltede, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED � T25713254 77689 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 2-M 3x4 i 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:30 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-H9uSmwaO2KStcZYKU2Ei =C7vgRtAgpOGYeOiyRWlh 3x6 = 2 3x4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 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 FBC2020/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD E' ' ORD 2x4 SP No.3 BOT CHORD F:c DNS. (size) 1=4-M, 3=4-0-0 Max Horz 1=-29(LC 10) Max Uplift 1=-68(LC 12), 3=-68(LC 12) Max Grav 1=102(LC 1), 3=102(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 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 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 1 and 68 lb uplift at joint 3. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. -FL Cart 6834 8804 Parke Eest Blvd, Tampa FL $3610 Date: October 21,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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, see . ANSI?PH Quality Criteria, DSB-89 and BCSI Building Component 6904,Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED ' T25713255 77689 V8 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:31 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJLNytIUw-ILSrzGbepeakEj7W2ml_1 k3EAJ90ccDydwlBZ8yRWig 4-0-0 8-0-0 4-" 4-0-0 3x4 i 2x3 11 4x4 = 3x4 Scale=1:1<<- 8-0-0 LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 1 REACTIONS. (size) 1=8-M, 3=8-M, 4=8-0-0 u. Max Horz 1=-70(LC 10) Max Uplift 1=-104(LC 12), 3=-104(LC 12), 4=-123(LC 12) Max Grav 1=125(LC 1), 3=129(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=-181/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-7 to 3-74, Interior(1) 3-7-7 to 4-0-0, Exterior(2R) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-4-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1, 104 lb uplift at This item has been joint 3 and 123 lb uplift at joint 4. electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33618 Date: October 21-2021 1� A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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, see ANSIITP11 Qualify Criteria, DSB-89.and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED 77689 VBA Valley 1 1 T25713256 Job Reference (optional) -tbers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:31 2021 Page 1 ID:8f3Ug9VJHrECSggBLaRJLNyttUw-ILSrzGbepeakEj7W2ml_1 k3lcJ9mcb6ydwlBZ8yRWlg 5-1-0 i 63 8 8-0-0 5-1-0 1-2$ 1-8-8 3x6 = 7 6 3x4 i 2x3 It 3x4 II Scale=1:17.1 8-M Plate Offsets (X,Y)— 13:0-3-0,Edge) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate.Grip DOL 1.25 TC 0.53 Vert(LL) We n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES, WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-S Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, f,' ", IORD 2x4 SP No.3 except end verticals. V 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x4 SP No.3 REACTIONS. (size) 1=8-M, 6=8-M. 7=8-" Max Horz 1=104(LC 12) Max Uplift 1=-43(LC 12), 6=-94(LC 8), 7=-229(LC 12) Max Grav 1=108(LC 1), 6=132(LC 22), 7=312(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-275/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-1-0, Extedor(2E) 5-1-0 to 6-3-8, Interior(1) 6-3-8 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 This item has been will fit between the bottom chord and any other members. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1, 94 lb uplift at joint 6 sealed by Velez, Joaquin, PE and 229 lb uplift at joint 7. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bfvd. Tampa FL $3610. Dale: October 21,2021 -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Nil* 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 rue, the building designer must verify the applicability of design paramelers'and properly Incorporate this design Into 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 pmperty damage: For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, see ANSI?Pil Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206D1 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713257 77689 V10 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:28 2021 Page 1 ID:8r3Ug9VJH rECSggBLaRJLNyttUw-Kmn i LEZI WjCAN FOxNd BHQ6RI P663PEE Wxy3XypyR W ij 7-1-0 10-M 7-1-0 2-11-0 3x6 = 6 5 3x4 i 2x3 II 3x4 II Scale = 1:2' i 10-" 10-0-0 Plate Offsets (X Y)— [3:0-3-0 Edgej 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 0.66 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0, 5=10-0-0, 6=10-0-0 Max Horz 1=117(LC 12) Max Uplift 1=-67(LC 12), 5=-105(LC 12), 6=-281(LC 12) Max Grav 1=147(LC 1), 5=169(LC 18), 6=405(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-128/255 WEBS 2-6=-310/637 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-1-0, Exterior(2E) 7-1-0 to 9-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. 1, 105 lb electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint uplift at joint 5and 281 lb uplift at joint 6. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date; October 21,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. -7 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 propedy Incorporate this design Into the overall building design. Bracing indicated Is,lo buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent always required for 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 ANSI1TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.' Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED 77689 V12 Valley 1 1 T25713258 r%h here T.— CnA Die CI _ amen Job Reference (optional) ^� 8.430 s Aug 16 2U21 MITek Industries, Inc. Wed Oct 20 12:23:29 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-oyK4ZaaNH1K1_Pz8wLiWyJ_shWPp8g2g9cp5UFyRWII 9-1-0 12-M 9-1-0 2-11-0 3x6 = 3x4 i 6 5 2x3 II 3x4 II Scale = 1:27.8 1 12-0-0 Plate Offsets (X,Y)— [3:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 5 n/a n/a BCDL . 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, F_-__; ]ORD 2x4 SP No.3 except end verticals. V 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (" -_`-5 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 5=12-0-0, 6=12-0-0 Max Horz 1=180(LC 12) Max Uplift 1=-62(LC 12), 5=-123(LC 12), 6=-366(LC 12) Max Grav 1=174(LC 1), 5=194(LC 1), 6=507(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-141/280 WEBS 2-6=-372/727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-1-0, Exterior(2E) 9-1-0 to 11-10-4 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 1, 123 lb uplift at joint electronically signed and 5 and 366 lb uplift at joint 6. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.86762 MiTek USA, Inc. FL Cert,6834 1i804. Parke Ee1it Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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• is always. required for 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?Alt Qualify Criteria, DSB-09 end BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED T25713159 77689 VA VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:32 2021 Page 1 ID:8r3Ug9VJ HrECSggBLa RJLNyttUw-DXODBbcGayibstiicTG DaycPUjMwL2k6sa 115ayRWlf 4-1-8 4-1.8 Scale =1: ` 4x4 6 5 4 3x4 11 5x8 MT18HS 11 2x3 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.78 BC 0.79 WB 0.16 Matrix-R DEFL. in (loc) I/defi Ud Vert(LL) n/a n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) -0.00 4 n/a We PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACTIONS. (size) 6=4-1-8, 4=4-1-8, 5=4-1-8 Max Horz 6=210(LC 12) Max Uplift 6=-46(LC 10), 4=-58(LC 12), 5=-280(LC 12) Max Grav 6=150(LC 12), 4=66(LC 17), 5=238(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/113 WEBS 2-5=-263/524 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-11-12 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load 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. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 6, 58 lb uplift at joint 4 electronically signed and and 280 lb uplift at joint 5. sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI! Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solelyintarmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply REED 77689 VB VALLEY 1 1 T25713260 Chambers Tmcc FnH Pierces Fr _ lAon9 Job Reference (optional) 8.430 s Aug 16 202i mi I eK Industries, Inc. Wed Oct 20 12:23:33 2021 Page 1 4-1-8 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-hkabOxduLFgSTOHv9AnS699IY7pL4VIF4EnId0yRme i 4-1-8 Scale = 1:17.9 3x4 6 5 4 3x4 11 2x3 I I 3x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.31 BC 0.33 WB 0.14 Matrix-R DEFL. in (loc) I/defi Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. I i- :: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K S 2x4 SP No.3 REACTIONS. (size) 6=4-1-8, 4=4-1-8, 5=4-1-8 Max Horz 6=158(LC 12) Max Uplift 4=-45(LC 12), 5=-210(LC 12) Max Grav 6=67(LC 12), 4=61(LC 17), 5=207(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-259/110 WEBS 2-5=-228/460 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-11-12 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 45 lb uplift at joint 4 and 210 lb uplift at joint5. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cdrt 6634 6904 Parke East Blvd, Tampa FL 33810 Date: October 21,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon 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 ANSIMP/f Quality, Criteria, DSB-89 and BCSI Building Component 6904 Pa Saretylnformation available from Tniss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MParke East Blvd. D 20601 Tampa, rk 3ast SymL�]s Numbering. _,ystem General safety, - PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'y1e. _. For 4 x 2 orientation, locate plates 0- 'i? from outside edge of truss. This symbol indicates the required direction of slotsin 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. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 IX O U EL O 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. ' PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additionai stability bracing for truss system, e.g. diagonal orX-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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not 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. 21.The design does not take into account any dynamic or other loads other than those expressly stated. JANUARY 20, 2021 TYPICAL HIP/ KING JACK CONNECTION STDTL HVHZ CORNERSET SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. / / j Attach King & End Jack's w/ (1) LSTA12 1 wist Strap Cc (10) 10d Nails N in. Per Stral 16d To D Nails \ \ Attach King and End Jack w/ (1) THJA26 or Equivalent Hanger on BC w/ (3) I t: IN UI I IUN I U 5 AF'F'INU ENAIL • TH CHORDS F CORNER ;KS T ARRYING ME ' BER PER E FOLL WING SCHED . E. 4: (2) 16d Toe Nails is (3) 144 Toe Nails Attach Corner Jack's an Standard Jacks w/ (1) L Twist Strap @ TC & BC w/ (10) 10d Nails Min. F LSTA12 TWIST STRAP W/ MIN. (10) 10D NAILS (SEE MANUFACTURER'S RECOMMENDED CONNECTION) JACK/CORNER JACK (TYP.) NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6.2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HVHZ Chambers Truss, Inc. 3105 Oleander Ave. Ft. Pierce FI. 34982 Ph: 772-465-2012 02/22/2021 __-)#IP OR KING JACK (TYP.) JANUARY 20, 2021 TYPICAL HIP/ KING JACK CONNECTION STDTL CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach King Jack w/ (3) 16d / Toe Nails @ TC & BC / / Attach End J ck's w/ (4) 16d Toe ails @ TC & (3) 16d Toe ails @ BC X Q O O I O O ti Attach Corn( w/ (2) 16d T @TC&BC 1 sack's Nails C THIS SEAL & ELECTRONIC SIGNATURE CERTIFIES ALL (2) SHEETS IN THIS FILE Chambers Truss, Inc. Paul i, Digitally signed 3105 Oleander Ave. < by Paul Welch Ft. Pierce FI. 34982 Date.2021.02.22 Ph: 772-465-2012 Welch :. 15:30:15-05'00' 0 W z W 0 ZW Z Lu U G U W z WW IXO LL W '^ V Of Q ¢_ Z _ F- J F- aW V � W m o a ■ ■ L. 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