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i•1� Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. d.7 MiTek Vie e RE: 77689 -REED L1 M!Tek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Doyle Masonry Project Name: Reed Residence Model: . Lot/Block: Subdivision: . Address: Unknown, . City: Fort Pierce State: FL Name Address and License # of Structural Eng'neer of Record, If there is one, for the building, Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T25713149 A 10/21/21 15 T25713163 B6 10/21/21 2 T25713150 Al 10/21/21 16 T25713164 B7 10/21/21 3 T25713151 A2 10/21/21 17 T25713165 B8 10/21/21 4 T25713152 A3 10/21/21 18 T25713166 B9 10/21/21 5 T25713153 A4 10/21/21 19 T25713167 BA 10/21/21 6 T25713154 A5 10/21/21 20 T25713168 C 10/21/21 7 T25713155 A6 10/21/21 21 T25713169 C1 10/21/21 8 T25713156 A7 10/21/21 22 T25713170 C2 10121 /21 9 T25713157 B 10/21/21 23 T25713171 C3 10/21/21 10 T25713158 B 1 10/21/21 24 T25713172 D 10/21/21 11 T25713159 B2 10/21/21 25 T25713173 D1 10/21/21 12 T25713160 B3 10/21/21 26 T25713174 D2 10/21/21 13 T25713161 B4 10121 /21 27 T25713175 D3 10/21/21 14 T25713162 B5 10/21/21 28 T25713176 D4 10/21/21 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 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 ANSVTPI 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 preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. 1 I"1111,1111ji., F �o No 68182 STATE OF U� rrant�`� .Joaquin Velez PE No:68182 MM USA, Inc. FL Cert 6634 6904 Padre Cast Blvd Tampa FL 33610 Date: October 21.,2021 Velez, Joaquin 1 of 2 MiTek RE: 77689 -REED MiTek USA, Inc. 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 F1 10/21/21 89 T25713237 MV2 10121 /21 33 T25713181 F2 10/21/21 90 T25713238 MV4 10/21/21 34 T25713182 F3 10/21/21 91 T25713239 MV6 10121 /21 35 T25713183 F4 10/21/21 92 T25713240 MV8 10121 /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 49 T25713197 GRF 10/21/21 106 T25713254 V4 10/21/21 50 T25713198 GRF1 10/21/21 107 T25713255 V8 10/21/21 51 T25713199 GRL 10/21/21 108 T25713256 V8A 10/21/21 52 T25713200 GRM 10/21/21 109 T25713257 V10 10/21/21 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 T25713205 HE 10/21/21 58 T25713206 HV4 10/21/21 59 T25713207 HV6 10/21/21 60 T25713208 HV8 10/21/21 61 T25713209 HV10 10/21/21 62 T25713210 HVE 10/21/21 53 T25713211 J 1 10/21/21 64 T25713212 J 3 10/21/21 65 T25713213 J5 10/21/21 66 T25713214 AB 10/21/21 67 T25713215 J5C 10/21/21 68 T25713216 J5D 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 T26713226 L1 10/21/21 79 T25713227 L2 10/21/21 BO T25713228 M 10/21/21 81 T25713229 M2 10/21/21 B2 T25713230 M3 10/21/21 B3 T25713231 M4A 10/21/21 B4 T25713232 M413 10/21/21 B5 T25713233 M6 10/21/21 2 of 2 Job Truss Truss Type Qty Ply REED T25713149 77689 A ATTIC 1 1 Job Reference (optional) 'enamoe, cuss, nor rierce, rL - a4aa2, 056r8 6-7-5 120 24-9-12 , 0-6•B 6.0.13 6-0-13 6-0-13 6.0-13 Sx6 = 3x4 11 4x8 = 4x6 = 3x4 11 4x4 = 1 23 2 324 4 5 625 U.YJV O nUg IU VG I IYII I cry Illuuculc�, ,IIU. vecu vu, cu ,c.c ,.c,, cur i , Di7l8nvCHKPCljz?nUO-R6rCXA4bUwld6MUlf1URwAdyX 54PZPfJnXBRy 34.7.12 , 3&10-10 43-1-8 1 49.M 4xio = 3x4 II 6x8 — 6x8 = 6.00 L12 26 27 7 8 28 29 9 10 30 Scale = 1:84.5 22 s� 21 a2 Zu19 " 18 1 16 15 Iq '� 13 12 'x6 II 7x8 5x626-8-8 4xB = 3x4 II i 7x8 = 4x12 = 3x6 11 3x4 11 5x8 MT18HS WB = 5xl2 MTIBHS WB = L•r«,Q7 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 0.75 BC 0.93 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) Vdefl L/d -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 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, 10-11: 2x6 SP No.2 except and verticals. BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-17: 2x6 SP 240OF 2.OE, 17-20: 2x4 SP M 30 WEBS 1 Row at midpt 1-21, 3-21, 6.18, 9-13,1-22, 11-13 WEBS 2x4 SP No.3 *Except* 1-21: 2x4 SP M 30, 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=-202(LC 12) Max Uplift 22=-1131(LC 12). 12=-1070(LC 12) Max Grav 22=2312(LC 19). 12=2446(LC 19) 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=-229511262 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=-1543/2934, 2-21=-380/427, 3-21=-2063/1002, 3-19=0/305, 3-18=-61911455, 5.18=-5791437, 6-18=-316/137, 6-16=-73/367, 8-15=-1175/700, 9-15=-886/2575, 9-13=-1992/871, 10-13=-159/741, 11-13=-107712305 NOTES- 1) Wind: ASCE 7-16; Vuh=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 49-54 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. Printed copies of this 3) 150.01b AC unit load placed on the top chord, 26-M from left end, supported at two points, 3-0-0 apart. document 4) Provide adequate drainage to prevent water ponding. 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 Trust 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 3-0-0 tall by 2.0-0 wide c on any electronic copies. elsflectronic will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Joaquin Velaz,PE 8) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 pst) applied only to room.15-16 SA, to c.-FL MiTek USA InaP FL• Cert 8934. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 99Q4 Pa Tamp t FL,33610 696a. 22=1131,12=1070. . 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREIC REFERENCE PAGE Mg-7473 rev.611fa12020 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters steam, and is for an individual building companeM, not a miss system. Before use, the building designer must verify the applicability of design parameters and properly ionorpaats this design into the overall building design. Bracing Indicated is to prevent buci tg of individual trussweb amliordrard members only. Additional temporary and permanent bracing ic' MOW Is always required for stability and to prevent collapse with possible personal iquity and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see AHSWPH QiWity Criteria, DSB49 and BCS1 Budding CanUmtent 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713150 77689 Al ATTIC 1 1 Job Reference (optional) Gnambers t rUS9, t-on Fierce, M - J4962, -i 2-6.8 1 9-11 + 17 4-11 24-9-12 2-fi•8 7 5-1 7�-1 7-5-1 6.00 12 4x8 = 7x8 3x4 II 46 = 3x4 II 6x8 i 2 3 23 24 4 525 626 a.4JU s Aug It) ZUZI ivil I eK ineusines, Inc. Vveo uct Zu Ie:e I:er zuz i rage l )1716nvCHKPC Ijz?nUO-NUzyys5sDYyKMfehnjWvObx4AKh6YJglBdGdCKyRWnc 6-5-12 4-1.8 4x10 = 4x4 = 6x8 = 27 28 7 829 30 9 Scale = 1:86.0 1 3x5 3110 AN3x411 I I n 13' M__ `S9 22 21 33 20 19 18 3417 16 15 14 35 13 12 3x6 11 6x8 = 6x10 = Us MT18HS = 3x4 I I 4x4 = 3x10 11 4x8 = 7x8 = 5x12 MT18HS WB = 7x14 MT18HS WB = 9-11-9 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 0.64 BC 0.89 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) Vdefl L/d -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 2441190 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 M-5 oc purlins, 23: 2x6 SP No.2, 7-9,5-7: 2x6 SP 240OF 2.0E except and verticals. BOT CHORD 2x6 SP 240OF 2.0E *Except* BOT CHORD Rigid ceiling directly applied or 5-8-12 or 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 ND.3 *Except* 2 Rows at 1/3 pis 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. 0b) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-900/506, 23=-264311451, 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=-164413954, 16-18=1644/3954, 15-16=-1682/4185, 13-15=-1682/4185, 12-13=-87611829 WEBS 2-21=-1662/1054, 2-20=A360/2667, 3-20=-426/516, 4-20=-1820/755, 4.18=-22/468, 4-16=-901443, 8-15=-95/1071, 8-13=-2747/985, 9-13=-445/1219, 10-13=-22211012, 1-21=-1091/2072, 10-12=-2788/1353 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=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2E) 0-2-12 to 2-6-8, Extedor(2R) 2-6-8 to 9-6-13, Interior(l) 9-6-13 to 41-1-8, Exterior(2R) 41-1-8 to 48-1-13, Intedor(1) 48-1-13 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 chard, 26-M 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 cf 20.0psf 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, with BCDL=10.0psf. 9) Ceiling dead load (5.0 psf) on member(s). 8-0 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room.15-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 22=1121,12=1042. 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 MiTek9JSA, Inc: FL Cart 6834 6904 Parkie East Blvd. Tampa FL 33610 Data: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.5/19/2020 BEFORE USE. va Design valid for use only with MUM connadors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify Hie applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent bu&rngofindividual trust; web andforchard 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 trusses and truss systems, see ANSM11 QuafJty Crlferla, DSB-89 and BGS1 aallding Component 5904 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 i 1 Job Reference (optional) unamners,wruss, con: merge, rL - 414WSZ, 0,4au 5 Mug I o cuc „vn, en a uuSu,tlS, a,u. vveu vGt 14 yc , 1 ID:pcN6P42xD1718nvCHKPCljz7nUO-rhXL9C6Unr4BzpDtLQ28YoTGWkOHHoysLH7BlmyRWnb 4-6-B 11 3-9 18-0-11 24-9 iZ 29-8-12 34-7-12 39.1 8 44S•0 49-8-0 4.6-8 6-9-1 4-11-0 4-11.0 4-5-12 5.1-8 SS-0 Scale = 1:86.4 6.00 12 7x8 = 3x4 II 48 = 46 = 3x4 II 2 3 24 4 25 5 626 5x8 4x6 = 4x4 = 6x8 = 27 7 28 29 8 30 9 23 22 32 21 2U 33 19 16 17 16 1b 34 14 13 12 3x6 14x6 = 6x8 = 4x6 = 3x4 I I 44 = 3x10 II 4x8 = 46 = 3x10 11 5x8 MT18HS W8 = 7x10 MT18HS WB = 4-5-8 11-3-9 18-0.11 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 0.61 BC 0.90 WB' 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In floc) Vdefl Lld -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 2441190 Weight: 392 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except• TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, 2-5: 2x6 SP No.2, 7.9,5-7: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 5-10-9 or, 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=C-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=1354/795, 2-3=-2506/1475, 3-4=-2504/1472, 4-6=-3707/1834, 6-8=3707/1834, 8-9=-2607/1425, 9-10=-2915/1512, 10-11=-2438/1203, 1-23=-2292/1337, 11-12=-2440/1248 BOT CHORD 21-22=-391/1259, 19-21=-1463/3486, 17-19=-1463/3486, 16-17=-146613622, 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=-13211223, 8-14=-2577/885, 9-14=-580/1396, 10-14=-133/664, 10-13=-963/586, 1-22=-1039/1962, 11-13=-1089/2398 Noyes- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=50ft; eave=6ft; Cat. electronically signed and II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-6-8, Extedor(2R) 4-6-8 to 11-3-9, Interior(1) sealed by Velez, Joaquin, PE 11-3-9 to 39-1-8, Extedor(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 using a Digital Signature. reactions shown; LumberDOL=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-M 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) All plates are MT20 plates unless otherwise indicated. s if11C copies. On any electronic 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Velez PE No. 8182 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 344 ta0 by 2-M wide MiTak USA, Inc. FI: Cert 6634, will fit between the bottom chord and any other members, with BCDL=10.0psf. 6904 Parke East Blvd„TampaFL 33610 9) Ceiling dead load (5.0 psf) on member(s). 8-9 Daim 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room.1647 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprift at joint(s) except Qt=1b) October 21,2021 23=1124.12=1051. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv.5119Q020 BEFORE USE, Design valid for use only with MrrekO connectors, This design Is based only upon parameters shown, 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 andfordmrd members only. Additional temporary and pamment bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANS(/1P10 Quafry ChIlerfa, DSB-89 and BCS1 Buildrng Canymnent 6994 Parke East Blvd. Safety trdormadan available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713152 77689 A3 ATTIC 1 1 Job Reference (optional) Chambers {cuss, tort Merce, r•L - 34982, 8.4du s Aug l d zuz i iwi i aK mUUSLneu, Inc. vvec UUL Zc I GL I:JU LUc 1 raye 1 ID:pcN6P42xD1718nvCHKPCI]z?nU0-n3e5au7kJTKvD7N GSr4cdDZYRYhGlgh9obU 1pfyRWnZ 12-7-9 18-B-11 24-9-12 29-B-12 34.7-12 1 37-1-B i 43-3-0 ! 9M-0 6 6-8 6-1-1 6.1-1 4.11.0 4-11 0 2-5-12 6-1.8 6-SA Scale = 1:86A 6.00 12 6x8 4x4 — 4x4 = 5x8 = 3x4 II 6x8 = 6x8 = 22 2 323 24 4 5 625 26 27 28 7 8 20 3z 1d 33 9d J4 1f 35 16 15 14 13 3d 12 11 5x8 = 4x6 = 4x5 = 4x4 = 3x10 II 5x8 = 48 = 3x10 II 5x12 MTIBHS WB = 7x10 MT18HS = 6-6-8 15-8-2 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 Cade FBC20201TP12014 LUMBER. TOP CHORD 2x4 SP M 30 *Except' 2-5: 2x6 SP No.2, 5-8: 2x6 SP 240OF 2.0E 24-9-12 9.1-10 i , 12:0-3-8 CSI. TIC 0.83 BC 0.93 WB 0.98 Matrix -MS DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.9016-18 >655 360 MT20 244/190 Vert(CT) -1.52 16-18 >388 240 MT18HS 244/190 Horz(CT) 0.09 11 n/a n/a Wind(LL) 0.81 16-18 >733 240 Weight: 391 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except and verticals. ti Job Truss Truss Type Qty Ply REED T25713153 77689 A4 ATTIC 1 1 Job Reference (optional) Chambers 1lruss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:32 2021 Page 1 y ID:pcN6P42xD1718nvCHKPCljz?nUo-kSmr?Z9_r4adSQXeaG64]ee?TLRLDbZRGvzouXyRWnX 4-5 0 B•6-8 13-11-9 19�-11 , 24.9.12 34-7-12 35 1,-8 42-3-0 49-8-0 i 4-5 D T5-1 9-10-0 0- 2 7-1-8 7-5-0 6x8 = 6.00 F12 4x8 = 4x4 = 4x6 = 4x4 = 3x4 11 6z8 3 31 4 32 533 6 734 35 8 36 0 3x4 Scale = 1:87A 24 311 ss Z3 40 22 21 41 20 19 42 18 17 43 1n 44 15 14 7x8 = 4x8 = 4x6 =3x4 II 4x4 = 4x6 = 4x4 = 4x5 = 4x6 = 4x10 = 3x8 11 8-6-8 13-11.9 ] 19.4.11 24-9-12 , 34-7-12 3fi 1,-8 42-3-0 49.8-0 8-6-8 55.1 5.5-1 55.1 9-10-0 0- 2 7-1-8 75-0 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], [15:0-1-12,0-2-41, [24:0-4-0,0-4-8], [26:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d 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 FBC2020ITP12014 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 Harz 24=281(LC 11) Max Uplift 24=-1100(LC 12), 14=-1016(LG 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=-1792/1,110, 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=-429/1344, 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=-11661265, 9-26=-806/1802, 17-27=-007/281, 9-28=-615/216, 10-17=236/1658, 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: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft: B=45ft; L=50ft; eave=61t; Cat. electronically signed and II; 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 8-8-8, Extedor(2R) 8-6-8 sealed by Velez, Joaquin, PE to 15-6-13, Interior(1) 15.6-13 to 35-6-2, Exterior(2R) 35-6-2 to 42-3-0, Interior(1) 42-3-0 to 495-4 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 to the use of this truss component, document 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 pending. 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, COpIPS. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Joaquifi Velez PE No.66182 will fit between the bottom chord and any other members, with BCDL = ID.Opsf. MITek USA, Irfc..FL Cert 6634 8) Ceiling dead load (5.0 psf) on member(s). 25-26, 26-27, 27-28. 10-28 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 6604 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) Date: 24=1100. 14=1016. October 21,2021 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119a020 BEFORE USE. Deslgn varid 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 Otis design into the overall building design. Bracing indicated is to prevent buckfng of individual truss web and/orchard members only. Additional temporary and permanent bracing MiTek` Is always required for stabirdy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSFITP11 Quatlry Criteria, DSB-a9 and BCSI Buffeting Component 6904 Parke East Blvd. Saferyinformation available from Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Ft. 36510 Jab 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 1 ID:pcNBP42xDI7I8nvCHKPC Ijz?nU0-CeKECvAdcOIU4a6r7zdJFsB14lj Gy3sbUZjyQ_yRWnW 5 5 0 10 6 8 1743-Z 24-9-12 , 28-11-10 , 33-1-8 3p-7-12 42.0-2 49-0-0 5 5 0 5-1-8 7-1-10 7-1.10 4-1-14 4-i-14 1-0 4 7 4-6 7-7-14 6x8 = 3x4 11 4xl0 = 4x8 = 3x4 11 7x8 MT18HS = 6.00 12 3 29 4 30 5 631 32 337 34 a 5x8 Scale = 1:86.4 23 22 37 . 21 z0 38 19 39 18 17 16 ib 40 14 13 3x6 11 4x5 = 3x6 = 4x8 = 3x4 II 5X6 = 6X8 = 4x8 = 5x10 II 3x5 = 5x8 MT18HS WB = 5-5-0 10 6 8 17-8-2 1 24.9-12 34-7-12 42-0-2 49.8.0 5.5-0 5-1-e 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], [8:0-4-0,0-1-15], [11:0.3-0,Edge], [14:0-3-8,0-2-0], [16:03-0,03-8] LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 FBC20201TPI2014 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 cc purlins, 3-5,5-8: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 7-1-3 cc 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-M 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 (Ib) or less except when shown. TOP CHORD 1-2=-1520/875, 2-3=-2060/1287, 3-4=-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=-232011339, 12-13=-2396/1237 BOT CHORD 22-23=-325/328, 21-22=-495/1534, 19-21=-637/1943, 17-19=-990/2703, 16-17=-98312661, 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=-741415, 16-25=-85/530, 10-16=-54/650, 10-14=-829/500, 1-22=-1031/1981, 12-14=-1112/2513, 26-27=458/168, 25-26=4261139, 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.Opsfi 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 Exterior(2E) 0-2-12 to 5-5-0, Interior(1) 53-0 to 10-6-8, Exterior(2R) using a Digital Signature. 10-6-8 to 17-8-2, Interior(l) 17.8-2 to 33-1-8, Extedor(2R) 33-1-8 to 40-1-13, Interior(1) 40-1-13 to 493.4 zone;C-C for members and printed copies Of this p 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 pending. 6) All plates are MT20 plates unless otherwise Indicated. On any electronic Copies. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. Joaquin Velez PE No.68182 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 MiTek USA, In'c.:FL Colt 6634 will fit between the bottom chord and any other members, with BCDL=10.0psf. 690.4 Pirko East,Blvd. Tampa FL 33610 9) Ceiling dead load (5.0 pso on member(s). 24-27, 26-27, 25-26 Date: 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room.16-17 October 21,2021 true on Dante. WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PARE MII-7473 rev. 5I19I2020 BEFORE USE, Design valid Far use only with MITekW connecters, This design is based only upon parameters shown, 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 Otis design into the overall building design. Bracing indicated Is to prevent budding of Individual truss web andlordtnrd members only. Additional temporary and pamtanent 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 ANSl/TPIl Quality Crgerla, DSB-89 and BCSIBuilding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, ND 20501 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713155 77689 A6 Piggyback Base 12 1 Job Reference (optional) Chambers'Giuss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:35 2021 Page 1 ID:pcNBP42xD17i8nvCHKPCIjz?nUO-B1 S_dbBt87zCJuFDFOgnKHGSdZT7QzVuytC2UsyRWnu 4-11-12 9-B-0 15-9-0 21-10.0 2111-0 34.0-0 41-14 49-8-0 4-11.12 4-8 4 6.1.0 6-1.0 6Ta 6-10 7.6 4 7-11-12 Sx6 = 6.00 12 24 4 25 26 3x6 = 6 27 7 28 5x8 = 8 Scale = 1:86A 22 30 31 21 32 20 19 33 18 17 34 16 35 15 14 36 13 12 6x8 = 4x8 = 3x6 = 6x8 = 3x6 = 3x8 = 3x6 II 9•B•0 15.9-0 21-10-0 , 27-11-0 1 34.0-0 41-8 4 4M-0 9-8-0 6-1-0 6.1-0 6.1-0 6.1 0 7-8-4 7-11-12 Plate Offsets (X,Y)— [3:0-3-0,0-2-0], [8:0.5-8,0-2-41, [10:0-3-0,Edge], [13:0-3-8.0-1-8]. [17:0-1-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 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 purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-5-4 cc 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 micipt 4-21, 5-19, 7-17, 7-16, 8-15, 11A3 2 Rows at 1 /3 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=-1859/1350. 34=-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, 17-19=-1293/2544. 16-17=-132012486, 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=-3881747, 8-15=-71 /345, 9-13=-529/546, 2-22=-2164/1447, 11 -1 3=4 300/2290, 5-17=-9/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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 4-10.14, Intedor(1) 4-10-14 to 9-8-0, Exterior(2R) 9-8-0 to 16-8-5, Interior(1) 16-M to 34-0-0, Exterior(2R) 34-0-0 to 41-0-5, Interior(1) 41-0-5 to 495-4 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) All plates are 3x5 MT20 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. 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 document are not considered Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signed and Sealed and the 8) 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 22=1223, 12=1187. on any electronic Copies. Joaquin Velez PE No.68182 MlTok USA, Ilfc.:FL Cart8834, 6904 Parka, East Blvd. Tampa:FL 33610 bate.., October 21,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51IM020 BEFORE USE, Design valid for use only with Mrfek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Otis design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web arWordtord members only. Additional temporary and permanent bracing ivy 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 ANSIITP11 QuaNgr Criteria, DSB-89 and SCSI BuUd/n8 Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 T25713156 Inc. Wed Oct 20 12:21:36 2021 Page Truss Piggyback Base 0 0 3x4 Scale = 1:81.1 . - 34982, 9-8-0 4-B-4 s 5x6 = 3x8 = 3x4 II 3x6 = 3x8 = Sx6 = sou I� 3 4 99 9a 5 6 24 7 25 8 20 co <a 19 v.. ... 17 -. 16 _- in ._ 6xB = 3x10 = 3x6 =3x4 II 3x8 = 3x4 II 3x6 = 3x8 = 4x5 = 3x6 II LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 360 PLATES GRIP MT20 244/190 TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.34 19-20 >999 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 WB 0.93 Horc(CT) 0.09 11 >9 /a 240 0.14 16 Weight: 380 lb FT = 20% BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, TOP CHORD 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 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, 3.4=-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, 17-1 9=-1 06812047, 16-17=-1068/2047, 15-16=-114512060, 13-15=-114512060, 12-13=-785/1332 WEBS 2-19=-356/979, 3-19=-2271499, 4-19=-11001676, 4-17=0/286, 4-16=248/486, 5-16=-3091321, 7-16=-107/283, 7-15=0/345, 7-13=-9531523, 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; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=46ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directionao 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 34-0-0, Exterior(2R) 34-0-0 to 40-5-8, Interior(1) 40-5-8 to 455-4 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 noriconcurrent 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 Qt=lb) 20=1115,11=1099. WARNING - Vedfy design parameters acid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/20=0 BEFORE USE. 1e h 4�dfi#11FiS IyUA MIT 1F$SfC25W11YiAG s?`RfislFr5lgtr 13a5 b Wily OPtin pireanallnts�hown.an8ps4eron WinWoalbuWng component. not `r11 � ° fbFi.�es� ttY%itlnlN f�H6Sigrr€�vnn�tN�iby9he�p�i�itiililY�f `BssignR�bmdtocsanUiprap�lY � o�� � �+Ho into the overall 4'tPi fiii akiEjn. "VS 515ifiislft?;�isfdjSR�VhHifb71�f3tfi.M1YAC. I'�Yr65eNVeb�lufhurttmrb�msMtrrasmdtyr.,ihtlftnnoltmr{pararti mid permanent bracing is'aYw�'�jsiegUiied'}bfst 54Gtj 14d'`td}1tU`d61�t' rl3'ps� tMptissitStc{ietsendl'(tijOtY�nB'ptapettyitsn'g9o.�ForvenerdgOdanceregarding the fabrication, Storage, delivery, erec0on and bradng of busses and truss systems, see, ANSf?PN Quality Criteria, DSB-89 and BCen St Building Compont afety SIrdarmaHon available from Truss Pla[e Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20501 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 140.68182 MiTek USA, Inc: FL Cert6634. , 6004 Parke East Blvd. Tampa FL 33610 Date:, October 21,2021 MiTek 6904 Parke East Blvd. Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713157 77689 B ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:38 2021 Page 1 ID: pcN6P42xDl7l BnvCHKPC ljz?nU 0-Yc77G dElOwLmAL_owXDUyvu02mVgdJNKerOj5ByRWn R t1 4 Q 6. l 1-2;3 , 1114 22-4-9 29 6.8 32-8-0 , 38-0-12 44-0-0 45-41 1 4 0 6 4 D 1-10-B 7-1-15 7-0-3 7-1-15 3-1.8 5-4-12 5-11 4 1 4 0 3x5 = 5x6 = 5x6 = I... 11 10 22 21 `" 19 18 16 15 14 3x6 II 3x6 = 3x4 II 3x4 = 3x4 = 3x4 II 4x4 = 4x12 — 5x6 WB = Scale = 1:78.9 3x5 = LOADING (pso 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 0.41 BC 0.63 WB 0.87 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.37 16-18 >999 360 -0.65 16-18 >696 240 0.11 12 n/a n/a OA4 16-18 >999 240 PLATES GRIP MT20 244/190 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-7 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 cc bracing. WEBS 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, 45=-2385/1201, 5-7=-2385/1201, 7-8=-3311/1994, 8-9=-4020/2456, 8-10=-44911012, 10-11=-383/837, 11-12=-3053/1774 BOT CHORD 2-22=-522/1525, 21-22=-54311509, 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=-201711840, 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=-121611498, 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; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=190; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 3-0-13, Interior(1) 3-0-13 to 8-2-8, Exterior(21R) This item has been 8-2-8 to 12-7-5, Interior(1) 12-7-5 to 32-8-0, Exterior(2R) 32-8-0 to 37-0-13, Interior(1) 37-0-13 to 45-4-0 zone; cantilever left 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. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpIBS Of this 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 document 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 22=1710, 12=970, 8) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any electronic, Joaquin Velez PE4o.68182copies. MiTek USA, Inc. FL Cert 8834, 6904 Parke.EastBlvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5179/2020 BEFORE USE. Design valid for use only with MiTelrO connectors, This design Is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Otis design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web andrarchotdmembers only. Additional temporary and permanent bracing MiTe�- is always required for stability and to prevent 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 ANStifPH Quality Criteria, DSB-99 and BCSt Bulletins, Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26M Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T26713158 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:pcN6P42xD1718nvCHKPCIjz?nUO-1ohVrzENSETdoVZ?UEl4V7Q43AIAMmgTtVAGddyRWnQ i1 4-Q 5- - Qr3-Q 10-2 8 17.9 12 22-0.0 26-21 31-6-B �2-B-p 3B-D•12 _ 44 0 0 1-4.0 5-44j 0.11 3-10.8 7-7 4 4-2 4 4-2 4 5 4d 1- 5 4 12 5-11 4 1 4-0' 6x8 = 5x8 = 3x4 II 4x8 = 4x4 = 6x8 = 3x5 = 20 19 '" 17 3x4 II 3x4 = 4x6 = 3x8 = 19.9-0 16 14 3x4 II 4x6 = 5x10 = 31-6.8 Scale = 1:78.9 ti 11 13 3x4 = 3x5 = 38-0-12 44.0-0 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 FBC2020/TPI2014 CSI. TC 0.84 BC 1.00 WB 0.86 Matrix -MS DEFL. in (loc) Vdefi L/d Vart(LL) -OA3 16-17 >999 360 Vert(CT) -0.88 16-17 >512 240 Horz(CT) 0.12 11 n/a n/a Wind(LL) 0.64 14-16 >708 240 PLATES GRIP MT20 244/190 J Weight: 244 lb FT - 201% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 213-4 cc purlins. 4-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 14-12 cc 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, 3.4=-1830/1209, 4-5=-349511852, 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=-115212422, 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; Vuk=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 (directionaq and C-C Extedor(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, Inierior(1) 14-75 to 32-8-0, Extedor(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 far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 / for live load loading electronically signed and 3) Building Designer Project engineer responsible verifying applied roof shown covers rain requirements speck to the use of this truss component. sealed by Velez, Joaquin, PE 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. 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 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 are not considered 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).45, 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 any electronic n a oncopies. airi 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) Velez PE Nonic 2=736, 20=646, 11=970. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTek USA; Inc.:FL Cert6634 6904 Parke EastBlvd. 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 M Fek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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, erecikm and bracing of trusses and truss systems, see ANS117Pl1 Quagty Crlferla, DSB-89 and SCSI Sullding Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FIL 36510 Job Truss Truss Type city Ply REED T26713159 77689 B2 ATTIC 1 1 Job Reference (optional) phembers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:21:4U 2UZ1 rage i ID:pcN6P42xD171BnvCHKPCljz7nU0-V_FtglFOyXbUQfBB2yFy1 KzGla5Q5Bpd59vpA4yRWnP r1-4.4 6-4-8 12.2 8 17-9-12 22-0-0 26-2 4 31-9.8 37-7-8 44-0-0 q5 4 q 1-4-0 6-4-8 5.10-D 5 7-4 4 2 4 4-2 4 5-7-0 5-10-0 6 4 8 1rt-0 Scale = 1:76.3 6x8 = 3x4 II 4x8 = 4x4 = 6x8 = 4 628 29 30 6 31732 a 0]� 19 "" 18 16 15 13 12 3x5 = 3x4 II 3x4 = 4x6 =4x4 = 3x4 II 4x6 = 3x8 = 3x4 II 3x5 = 17-9-12 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 0.81 BC 0.94 WB 1.00 Matrix -MS DEFL. in (loc) Vert(LL) -0.37 15-16 Vert(CT) -0.74 15-16 Horz(CT) 0.12 10 Wind(LL) 0.53 13-15 Udefl >999 >607 n/a >851 L/d 360 240 n/a 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. BOT CHORD 2x4 SP M 30 WEBS 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. (lb) -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, 8-9=-2891/1624, 9-10=-3422/1885 BOT CHORD 2-19=-863/984, 18-19=-B63/984, 16-16=-734/1728, 15-1 6=A 128/2891, 13-15=-1128/2891, 12-13=-153812978, 10-12=-1538/2978 WEBS 3-19=-1513/556. 3-18=011167, 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 - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=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, 1ntedor(1) 3-0-13 to 12-2-8, Exterior(2R) 12-2-8 to 18-5-3, Interior(l) 185-3 to 31-9-8, Exterior(21R) 31-9-8 to 38-0-3, Interior(1) 38-M 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 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. ` Printed COpleS Of this 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. 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 at joint(s) except Qt=lb) on any electronic copies. is 2=786, 19=600, 10=979. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.661182- f/IiTek USA, lnc.:FL Cert9634 , 9904 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, ShI02020 BEFORE USE, ' Design valid for use only with MITokID connaclors, This dosign 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 property incorporate this design Into Ilia overall bullding design. Bracing indicated Is to prevent buckling of Individual truss web andfordmtd members only. Additional temporary and permanent bmdng T 1, M ell• Is always required for stabl y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the E fabrication, storage, delivery, erecten and bracing of trusses and truss systems, see ANSi/rP11 Quality Criteria, DSO.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2S70 Crain Highway, Suite 203 WeldoA MD 20601 Tampa, Fl. 36510 Job Truss Truss Type Qty Ply REED T25713160 77689 B3 ATTIC 1 1 Job Reference (optional) Phambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:21:42 2021 ID:pcN6P42xD1718nvCHKPC Ijz?nUO-RNNd5_H GU9rCfzIZ9M IQ712bONoo27ywZTOwE) r1 4-q 6 4-0 7 41 '14 2 8 17.9-12 , 22.0-0 , 26-2-4 1 29-9.8 1 36-7-8 44.0.0 _ 1 4-D 6-4-0 -0 6-10.0 3 7 4 4-2 4 4-2-0 3-7� 6-10-0 7-4-8 Scale = 1:77.6 6.00 12 6x8 = 4x4 = 6x8 = 5 629 30 31 32 33 734 8 20 19 .= 17 16 "' 14 13 3x5 = 5x6 WB = 3x6 = 30 = 3x10 = 6-4-0 1 14-2-8 . 17-9-12 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 FBC202CfTP]2014 CSI. TC 0.84 BC 0.88 WB 0.90 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(LL) -0.32 16-17 >999 360 Vert(CT) -0.65 16-17 >691 240 Horz(CT) 0.10 11 n/a n/a Wind(LL) OA5 14-16 >994 240 PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 35-15 cc purlins. 5-8: 2x6 SP No2 BOT CHORD Rigid ceiling directly applied or 5-104 cc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-19 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) 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=-36911050, 6-19=-15361557, 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; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -14-0 to 3-0-13, Interior(1) 3-0-13 to 14-2-8, Extedor(2R) 14-2-8 to 20-5-3, Interior(1) 20-5-3 to 29-9-8, Extedor(2R) 29-9-8 to 36-0-3, Interior(1) 36-0-3 to 45-4-0 zone; porch left exposed;C-C This item has been 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 electronically signed and to the use of this truss component. sealed by Velez, Joaquin, PE 4) 150.01b AC unit load placed on the top chord, 19-9-0 from left and, 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) 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, document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-7, 7-8 on any electronic copies. 10) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 16-17 Joaquifi Velez PE No.68182 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) MITek USA, Inc. FL Cert 6634 2=738, 2D=668,11=981. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 890.4 Pafks East Blvd. Tampa FL 33610 Date,. October 21,2021 wARNINO - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 this 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 trims systems, see ANSUTPH 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) chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 2012:21:43 2021 Page 1 ' ID:pcN6P42xD17i8nvCHKPCljz7nUO-vZxOJKluFSz3H7tmj4pffzbmWnALlag3n7BUmOyRWnM Ti 4-Q 5-9-3 6t4�0 10-11-13 16-2-8 17-9 1a 22.0-0 26-24 27.9.8i 33.0-3 38-2-13 44-0.0 45 4-q 1 4-05-9.3 0- 3 4-7-13 5-2-11 1-7 4 4-2 4 4-2-4 1-7 4 5-2-ti 5 2-11 5 9-0 6.00 FIT " 22 " 3x5 5x10 = 3x8 11 44 = 6x8 = 6 731 32 33 34 35 835 9 -. 20 19 3x6 = 4x6 = 26-2-4 18 17 3x8 = 4x6 = Scale = 1:77.6 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/TP12014 CSI. TC 0.88 BC 0.73 WB 0.87 Matrix -MS DEFL. in floc) Vdefl L/d Vert(LL) -0.37 18-19 >999 360 Vert(CT) -0.65 18-19 >692 240 Horz(CT) 0.12 13 n/a n/a Wind(LL) DAD 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 No2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. BOT CHORD 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-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=-366411842, 12-13=-386111928 BOT CHORD 2-22=-60611080, 20-22=-755/1738, 19-20=-60412014, 18-19=-767/2325, 17-18=-77112323, 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=-331276, 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; Vuh=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)-14-0 to 3-0-13, Interior(1) 3-0-13 to 16-2-8, Extedor(2R) This item has been 16-2-8 to 22-5-3, Interior(1) 225-3 to 27-9-8, Extedor(2R) 27-9-8 to 34-0-3, Intetior(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 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) 150.0Ib AC unit load placed on the top chord, 19-9-0 from left end, supported at two points, 3-0.0 apart. Printed copies of this p 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated, document are not Considered 7) 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 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 signature must be verified will fit between the bottom chord and any other members, with BCDL = I O.Opsf. On an electronic copies. y p 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 Joaquin Velez PE No.68182 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) MiTek USA; Inc.:FL Carl 8634, , 2=699. 22=726,13=984. 6904 Parke East Blvd. Tampa FL 33810 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED rAn EK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITokO connectors. This design is based only upon parameters shown, 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 bucking of individual truss web andfor chord members only. Additional temporary and permanent bracing A A'®1.' M V 1 R Is always required for stability and to prevent 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 ANSf/rP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty I 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 zuzl Page 1 ID:pcN6P42xDi71BnvCHKPC Ijz7n U 0-ry2mkOJBn4DnW QOBgVr7kOgAfbrxmVaMFRdarHyRWnK 0-4-0 6-3-9 12-0-11 119-12 18,-2.8 22-0.0 , 25-9-8 26r21 31.111 37-8.7 _ 44-M 454-Q 1 4-0 6�-9 5-9.1 5.9-1 0- 2 3.9-8 3-9-8 0- 2 5.9-1 59-1 6�-9 1 4A' d 20 3x6 = 3x6 II 5x10 G Sx10 6.00 F12 6 31 32 7 19 — 17 5x8 MT18HS = 16 14 5x6 WB = 4x8 = 31-11-5 13 44-0-0 Scale = 1:77.3 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 (]cc) I/defl Lld -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 244/190 MT18HS 2441190 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 cc purlins. 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-3 cc 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 ND.3 REACTIONS. (size) 2=0-8-0, 20=0-8-0, 11=0-8-0 Max HDrz 2=454(LC 11) Max Uplift 2=-1052(LC 12), 20=-1026(LC 11), l l=-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, 35=-3429/1856, 5-6=-2979/1743, 6-7=-2594/1629, 7-8=-3718/2265, 8-10=-3619/2014, 10-11 =4186/221 9 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; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2E) -1-4-0 to 3-0-13, Interior(1) 3-0-13 to 17-9-12, Exterior(2R) 17-9-12 to 24-0-7, Interior(1) 24-0-7 to 264-9, Extedor(2R) 264-9 to 32-74. Interior(1) 32-7-4 to 45.4-0 zone: porch left electronically signed and exposed;C-C for members and forces & MWFRS for reactions shown; 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. Printed Copies Of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated, document are not Considered 6) All plates are 3x4 MT20 unless otherwise indicated. Signed and sealed and the 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be Verified 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 on any electronic copies. electronic onic82 will fit between the bottom chord and any other members, with BCDL = 10.0psf. Joaquin Val Joaquino.681Cort 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 M a Inc. FL 834,; MiTek US 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fit -lb) East Blvd. Tampa FL 33610 6004'Data: 2=1052,20=1026.11=1106. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. October 21,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJ(REFERENCE PAGE MII-7473 rev, 5119r1020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, 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 overallbuilding design. Bracing Indicated Is to prevent bucking of Individual truss web andlorc ord 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 ANSUTpIf QualityCrilerla, 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 T25713163 77689 86 HIP 1 1 Job Reference (options[) ,Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:21:46 2021 Page 1 ID:pcNBP42xD1718nvCHKPCIjz4nUO-J8c8xMKmYNLe8abLOCMMHbDOd FRVxnVU5M8NjyRWnJ 04•q 6-4-0 7,-1 3 13-7-13 20-2-8 23-9-8 , 304-3 , 36-10-13 , 44-0-0 45.4-Q 11-4 00 6-4-0 9 6 6-11 6.6.11 3-7-0 6-6 6 6-11 7-1-3 1-4 3x5 = 20 3x6 II Sx8 = 5x6 = 6,00 12 6 7 29 19 1— 4x4 = 3x6 = 17 16 14 13 3x4 = 3xB = 4x6 = 3x4 = 3x4 II Scale = 1:77.3 3x5 = I 6 4-0 I 13-7-13 + 20-2-8 23.9-8 r 90 4 3 36-10-13 44-0-0 6 4-0 7„'-13 6 6 11 3.7-0 6 8-11 6.6-11 7-1-3 Plate Offsets (X,Y)— [2:05-8,0-0-8], [6:0-6-0,0 2-8], [7:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 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 [nor YES WB 0.84 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.19 20-23 >396 240 Weight: 266 lb FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. WEBS 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), l l=-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=-1991737, 35=-1457/1057, 5-6=-1553/1267, 6-7=-1469/1298, 7-8=-1678/1332, 8-10=-2423/1618, 10-11=-312711885 BOT CHORD 2-20=-630/321, 19-20=-6301321, 17-19=-535/1450, 16-17=474/1414, 14-16=-106412005, 13-14=-1520/2709, 11-13=-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=-10601733, 8-14=-207/656, 10-14=-802/528, 10-13=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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) -14-0 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) 3M-3 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 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 for a 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 p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=288, 20=1374, 11=1019. document are not considered signed and sealed and the signature must be verified on any electronic copies, Joaquifi Vslez PE N6.68,182 MiTek USA; inc.FL Cart 6634. 6904 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITFJt REFERENCE PAGE MIF7473 rev, 5119@020 BEFORE USE, -- Design valid for use only with M1TeW connectors, This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent budding of individual truss web andlorchord members only. Additional temporary and permanent bracing A A ITeI.• M 1 R Is always required for stability and to prevent 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 ANS111Plf Quality criteria, DSO-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 Qty Ply REED T25713164 77689 B7 COMMON 1 1 Job Reference (optional) Fhambers Truss, Fort Pierce, FL - 34982, 8.43U S Aug 15 ZUZ1 MI I eK Inausines, Inc. Wee UCL ZU 1Z:Z1:41 ZUZI rage 1 ID:pcN6P42xD1718nvCHKPC 1)z7nUO-oKAWBILPJhTVIkAXywtbgpmYYOa9ESCFl16hwAyRWn I 0-4-0, 6.4.0 10-11-11 15.7; 22-0-0 29-1.13 36�-11 44-0-0 45-44 1 4 0 6 4-0 4-7-11 4-7-11 fi 4-10 7-1-13 7-1-13 7-85 1 4 0 5x6 = 6.00 12 3x6 = sxa = 46 = 3xB = 3x6 = Scale = 1:75.7 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 18-19 >999 360 MT20 2441190 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/TP12014 Matrix -MS Wind(LL) 0.21 19-22 >369 240 Weight: 253 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-11 Do bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-19, 6-16, 7-16, 8-16, 10-14 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=A009(LC 12) Max Grav 2=115(LC 21). 19=2357(LC 17), 11=1746(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-361/870, 34=-126/780, 4-6=-1490/1126, 6-7=1526/1256, 7-8=-1484/1252, 8-10=-2282/1539, 1 0A 1 =-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=-2851766, 6-18=-291/319, 7-16=-658/989, 8-16=-1146l777, 8-14=-224/712, 10-14=-886/568, 10-13=0/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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) -14-0 to 3-0-13, Interior(1) 3-0-13 to 22-0-0. Extedor(2R) 22-0-0 to 264-13, 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 speck This item has been to the use of this truss component. 4) All plates are 3x4 MT20 unless otherwise indicated. 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 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 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 Qt=lb) 2=231, 19=1441, 11=1009. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE I46.66182 ,IAiTek USA, lnc.,FL cart 6834 6904'Parke East81'vd.Tampa FL 33610, Data: October 21,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19P1020 BEFORE USE. -- Design valid for use only with Mi reW connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Me prevent buckling at individual truss web andlorrhord members only. Additional temporary and permanent bracing ivi 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 ortrusses and miss systems, see ANS11TPI1 Quality Criteria, DSB-69 and BCS1 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 T25713165 77689 B8 COMMON 1 1 Job Reference (optional) ,Chambers Truss, Fort Pierce, FL - 34982, dI1 d 14-2-0 22.0-0 7-10.0 7-10-0 5x6 = 6.00 12 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 2012:21:49 2021 N6P42xD1718nvCHKPCljz7nUO-kJI HZNMfrliD72Kw3Lw3vErsyCGdiL0yA2bo_; 29-1-13 1 36.3-11 44-0.0 45 18 17 '" "" 15 '"' 13 12 3x5 = 3x6 II 4x4 = 3x6 = 3x8 = 3x4 = 3x4 II 3x6 = Scale = 1:80.0 3x5 = 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 0.56 BC 0.55 WB 0.68 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.16 13-15 >999 360 -0.27 13-15 >999 240 0.07 10 n/a n/a 0.19 18-21 >394 240 PLATES GRIP MT20 244/190 Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-6 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-5 cc bracing. WEBS 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=0-6-0 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=-222f771, 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=4.2psfi BCDL=3.Opsf; h=1911; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-14-0 to 3-0-13, Interior(1) 3-0-13 to 22-0-0, Extedor(2R) 22-0-0 to 264-13, 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 This item has been 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. 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 at=lb) Printed copies Of this eco p 2=276, 18=1387, 10=1017. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez'PE No.68182 MiTsk USA, Inc.;F.L• Cert 6834 6904 Parke East BWd. Tampa FL 33610 Date: October 21,2021 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFK REFERENCE PAGE MR-7473 rev. W1912020 BEFORE USE. Design valld for use only with MRekO connectors. This design is based only upon parameters shown, and is for an Individual building component, MA Nit a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overact building design. Bracing indicated is to prevent buckling of individual truss web nndfor 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 ANSUIPH Quality Crilerla, 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 36510 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 1 ` ID:pcN6P42xDi718nvCHKPCljz7nU0-CvsfnjNHccs4cBv6d2RIRR02YcbmRmj5OiKLWVyRWnF 7-8.5 14-10 3 { 22-M 27-2-11 32 5.5 , 37-8-0 1 40-6-12 , 44-0-0 7-8-5 7.1.13 7-i-13 5.2-11 5-2-11 5-2-11 2-10-12 3 5 4 9 5x6 = 5.00 12 Scale = 1:74.2 19 18 I ca 16 a io ir- ce ou 13 °I 12 32 3x5 = 3x6 = 3X8 = 3x6 = 6x8 = M= 7-8-5 14-10-3 22-0-0 29-10-0 37-8-0 7-8 5 7-1-13 7-1-13 7-10-0 1 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.16 14-16 >999 360 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 FBC2020/TP12014 Matrix -MS Wind(LL) 0.20 19-22 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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) PLATES GRIP MT20 244/190 Weight: 256 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-13 cc bracing. WEBS 1 Row at midpt 2-18, 4.16, 5-16, 6.16, 6-14, 8-13 FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3063/1651, 2-3=-2286/1353, 45=-1495/1072, 5-6=-1518/1092, 6-8=-1472/963, 8-9=-377/791,9-10=528/739,10-11=-347/760 BOT CHORD 1-19=-1345/3056, 18-19=-1345/3056, i6-18=-841/2265, 14-16=-459/1405, 13-14=-349/i 016, 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=-3581218, 8-14=-1631746, 8-13=-2319/1356, 9-13=-310/316. 10-13=538/621, 10-12=578/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=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); 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. 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, with BCDL = IO.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 Qt=lb) using a Digital Signature. 1=885,13=1715,11=366. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)163 lb down and 213 Ill, up at Printed copies of this 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 document are not considered 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 LOAD CASE(S) Standard on any electronic copies, 1) Dead + Roof Live (balanced): Lumber Increase=125. Plate Increase=125 Joaquifi Velez PE Nb.613182 Uniform Loads (plf) MiTek USA, Inc.:FL Cert 6634, Vert: 1-5=-54, 5-11=54, 20-23=-20 6904 Parke East Blvd. Tampa FL U610 Date: October 21,2021 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M11-7473 rev, 6l1912020 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 verily 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 andforchard 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 fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPN Quality Criteria, DSB-89 and BCSI Bud/ding component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 �' MiTek• 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713166 77689 B9 Common Girder 1 1 Job Reference (optional) ,chambers TNss, Fart Pierce, FL - 34982, 8.43U s Aug I b YUYI MI I eK industries, Inc. Wen uci 2u Iz:zl:bu zuzl rage z ID:pcN6P42xD1718nvCHKPCljz7n UO-CvsfnjNHccs4cBv6d2RIRRO2YcbmRmj5O1KLWVyRWnF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=-163(F) 31=-163(F) 32=-163(F) WARNING - Verify tlasign parameters and READ NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII-7473 rev, 5/1912020 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, erectlan and bracing of trusses and truss systems, see ANSIITP11 quality Criteria. DSO.89 and BCSI Building component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Grain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T26713167 77689 BA Common 2 1 Job Reference (optional) .Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:21:51 2021 Page 1 14-10-3 22-0.0 6.00 12 5x6 = Scale = 1:74.3 n 4 A 15 14 ro A. 12 11 `~ 10 9 3x5 —_ 3x4 II 3x6 = 3x0 = 3x6 = 3x5 = 46 II 30 = 38-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.17 12.14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,58 Vert(CT) -0.29 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.08 9 n/a We BCDL 10.0 Code FBC2020ITP12014 Matrix -Ms Wind(LL) 0.21 15-18 >999 240 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 Herz 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 leads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=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(21R) 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 = IO.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 Qt=lb) 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- Cart 6634 6604 Parke East Blvd. Tampa FL 33010 Dais: October 2132021 ®WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEFC REFERENCE PAGE MII-7473 rev. 6l19/2020 BEFORE USE. Design valid for use only willi MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlrPH QuaNty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, h1D 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 2012:21:52 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPCijz7nU 0-BlzPCPPX7D6nsV3UITTmWsTMLPFQvfaOsOpSbNyRWnD 6 8-0 13.4-0 2D-6 0 27.M 35-6 4 43-M 6 8-0 7-2-0 7-2-0 7-10-4 8-1-12 6.00 12 5x6 = Scale = 1:77A m -44 n 17 16 15 14 13 ca 12 11 1~ 10 9 3x6 I 5x10 = 6-8-0 13-4-0 5x8 MT18HS 9x4 11 20-6-0 3x5 = Us = 3x6 = 44 = 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 FBC2020ITPI2014 CSI. TC 0.61 BC 0.73 WB 0.89 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.32 13-15 >999 360 -0.56 13-15 >918 240 0.12 9 n/a n/a OAO 13-16 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 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(LC11) 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 1-17=-1706/1232, 1-2=-2649/1739, 2-3=-2649/1739, 3-4=-3110/2080, 4-5=-1953/1549, 5-7=-2004/1544, 7-8=-2024/1382, 6-9=-1 741/1257 BOT CHORD 16-17=-339/372, 15-16=-2753/4646, 13-15=-2755/4637, 12-13=-169612956, 10-12=-1085/1725 WEBS 1-1 6=-1 995/3048, 2-16=-396/438, 3-16=-2005/1262, 3-15=01269, 3-13=-1899/1235, 4-13=-547/1206, 4-12=-1651/1108, 5-12=-900/1400, 7-12=-304/245, 7-10=-413/465, 8-1 0=-1 105/1799 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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) This item has been 27-8-0 to 32-0-6, Interior(1) 32-0-6 to 435-4 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) 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. 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 = IO.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=1b) on any electronic copies. 17=1062, 9=1055. Joequifi 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 MII-7473 rev.511912020 BEFORE USE. Deslgn valld for use only vAtit MIT" connectors, This design Is based only upon parameters shaven, and is foram Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual bim web andord`otd members only. Additional temporary and pamament bracing IVIiT®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 ANSUfP11 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 20501 Tampa, FL 36610 Job Truss Truss Type Qty 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 ID:pcN 6 P42xD17i 8n vCH KPC ijz?n U0-4h 5Ac5QofrMV5p Ctsu V EcHYloDxwNZmhJ KIZfGyRW n B 7716 8-0 , 15-4-0 21-fi-0 27-841 35-6 4 43-8-0 7-B-0 7-8-0 1-- 6-2.0 AS- B•1-12 5x6 = 17 16 " 14 13 LG 12 77 G4 10 9 3x6 II 5x10 = 5x6 WS = 30 = 3x8 = 3x6 = 4x4 = 3x4 11 43-M Scale = 1:77.4 3x6 II 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 0.62 BC 0.67 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.26 13-14 >999 360 -0.45 13-14 >999 240 0.11 9 n1a n/a 0.33 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 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 micipt 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=-235311576, 3-4=-2853/1976, 45=-1954/1546, 5-7=-1979/1533, 7-6=-2039/1374, 8-9=4754/1251 BOT CHORD 16-17=-317/346, 14-16=-2318/3934,13-14=-2320/3927,12-13=-1558/2730, 10-12=-1078/1730 WEBS 1-16=-1851/2771, 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=4131463, 8-10=-1097/1783 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=170mph (3•second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ff; 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 435-4 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 p 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 document 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 (jt=lb) signature must be verified 17=1069, 9=1048. On any electronic copies. Jdaquifi Velez PE No.66182 MiTek USA, Inc. FL Cert13634 6964 Parke. East Blvd.,Tampa FL 33610' Date: October 21,2021 WARNING -Ved design ry g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII7473 rev, 5l19/2020 BEFORE USE, Design valid for use only with MrrekV connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the ovetall building design. Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only, Additional temporary and permanent bracing �'�®1.' is always required for stability and to prevent collapse with possible personal Injury and property damage. For Moral guidance regarding the 1l fabdeatlon, storage, delivery, erection and bracing of trusses and truss systems, ace ANSUfPH Qualify Criteria, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2070 Crain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713170 77689 C2 Roof Special 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 Is Aug 16 2021 MITek Industries, Inc.. Wed Oct 20 12:21:55 2021 Page 1 ID:pcN6P42xD17lBnvCHKPCljz7nU0•ZtfYgRRQQBUMjzn3Qb1TBV5tXdGe67JgY 26CIyRWnA 5-11.11 111 7-13 17.4.0 22.6.0 27 8.0 35-6.4 43-8-0 i 5-11.11 5 8�3 5-e-3 5-2.0 5-2-0 7-10 4 8-1-12 5x6 = 6.00 V2 18 LO 14.1, If 40 to -" 15 1&r to 14 -ro za 12 11 6x8 = 4x4 = 4x6 = 5x8 = 3x8 = 3x6 = 4x4 = Scale = 1:78.1 3x6 II LOADING (psf) TOLL 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 0.62 BC 0.77 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) l/defl 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 2441190 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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 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, 45=-332112150, 5-6=-3810/2534, 6-7=-2033/1541, 7-9=-2027/1517, 9-10=-2092/1365, 10-11=A79511243 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=10711836, 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 - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=44ft; save=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) 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 Printed copies of this p 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 at=lb) document are not considered 18=1077,11=1040. signed and sealed and the signature must be Verified on any electronic copies. •Joaquiri Velez PE tdo.66182 ,MITek USkInc.:FL Cert 6634, 6804 Parke.East Blild..Tampa FL 33flld Date: October 21,2021 WARNING - Vedry design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 617912020 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, 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 overallbuilding 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 louses and truss systems, see ANSIYTP11 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 T25713171 77689 C3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI I eK industries, Inc. wed Oct Zu 12:z1:b6 zuzl Page 1 ID:pcN6P42xDi718nvCHKPC Ijz?nUO-13Dw1 nS2BScDK6MG_JYlhle2JOCKrQ42nengk8yRWn9 6-7-11 12-11-13 19.4-0 23 6.1 Z7 8-0 35-fi 4 i 43-M i 6-7.11 6-4.3 4-2-0 4-2.0 7-10-4 8-1-12 5x6 = 5.00 FIT Scale = 1:78.1 18 ea Lb I1 za la zr 15 za ea 14 13 eu 12 11 6x8 = 4x4 = 46 = 5x8 = 19.4-0 1 27-0-0 3x8 = 3x6 = 4x4 = 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 0.61 BC 0.74 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) Vdefl L/d -0.29 14-15 >999 360 -0.48 17-18 >999 240 0.09 11 n/a n/a 0.27 15 >999 240 PLATES GRIP MT20 244/190 Weight: 297 lb FT = 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, 744, 9-14, 10-12 REACTIONS. (size) 18=0-8-0, 11=0-8-0 Max Horz 18=290(LC11) 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, 45=-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=-94017K 4-15=-452/728, 5-1 5=-1 691/1284, 6-15=-990/1721, 6-14=-1342/945, 7-14=-964/1476, 9-14=-270/249, 9-12=417/454. 10-12=-1077/1851 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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 27-6-0, 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 33-0 tall by 2-0-0 wide Printed copies of this will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not considered 18=1086, 11=1031. signed and Sealed and the Signature must be verified on any electronic copies. Joaquifi Velez PE No.68182 MiTok IJSA¢IrfcrFL Cart 6834 6904 Parkb East Blvd. Tampa.FL 93810 Date: October 21,2021 ® WARNING - Verify design pammaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. s•s Design valid for use only with MiTekO connectors. This design is based only upoti parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify Ole applicability of design parameters and property incorporate this design into the averall building design. Bracing Indicated is to prevent budding of Individual truss web andierchard members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent 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 ANSMH Quality CrBeNa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 2670 Grain Highway, Suite 203 Waldorf, MD 20501 Tampa, FIL 36610 LOADING jpsf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Lld PLATES GRIP MT20 244/190 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 8CLL 0.0 ' Rep Stress [nor YES WB 0.66 Matrix -MS Horz(CT) Wind(LL) 0.08 10 n/a n/a 0.17 14-15 >999 240 Weight: 378 lb FT = 20% BCDL 10.0 Code FBC2020(TPI2014 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, TOP CHORD 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 WEBS 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 Raw at midpt 2-1, 3-1, 3-15, 4-15, 5-1' 5-12, 7-12, 8-1228-11. 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. (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, 45=-2275/1651, 5-7=A987/1493, 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=-139812389, 12-14=-139812389, 11-12=-749/1244 WEBS 2-18=-9951756, 2-17=-2201679, 3-17=-016/215, 3-15=-562/1014, 4-15=-417/486, 5-15=-253/78, 5-14=0/408, 5-12=-074/374, 7-12=-417/467, 8-12=-850/1421, 8-11=-823/736, 1-18=-1071/1845, 9-11=-998/1693 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=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 184-14, Interior(l) 16.4-14 to 40-0-0, Exterjor(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 47-54 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 at=lb) signed and sealed and the 19=1140; 10=1173. signature must be verified on any electronic copies. Joaquin Velez FE No.68182 MiTek,USA; Inc.'FL• Cert 6834. 6804 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 WARNING - vedfy 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 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 oftrusses and truss systems, see ANSKIPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitute, 2670 Craln Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713172 77689 D Piggyback Base 2 1 Job Reference (optional) .cnamoers I russ, ron:merce,rL-aysnz, 0.1+01.05hug 10ZULIM„UKHiuu5ure5,Ir1u. V wuuut— 44.4I-D UG, ruec ID:pcN6P42xD1718nvCHKPCIjz7nU 0-zSLgSSTlj3sxaQW eSjaBm7jMTgLOJKrGEyGmo1 yRWn7 511-12 11-8-0 18-9-14 25-10-0 32-10-2 40-0-0 47-M 5� 7-1-14 7-0-2 7-D-2 7-1-14 7-M Sx8 MT18HS = 3x8 = Sx12 MTiBHS = 3x4 II 5x8 MT18HS = 3x4 11 6.00 Fi2 3 4 21 5 6 22 723 24 a 4x5 Scale = 1:83.1 26 m N 19 L1 18 �0 17 16 t5 - su 14 si la 12 ad as 11 sa 'Jo 3610 6x8 4x5 = 3x5 = 3x6 = 4x8 = 3x4 I 4x8 = 4x5 = 6x6 3x6 = 2 11-B-0 18-9-14 25-10.0 32-10-2 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 FBC2020frP12014 CSI. TC 0.76 BC 0.57 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.17 14-15 >999 360 -0.28 14-15 >999 240 -0.13 10 We nla OA5 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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 3-0-0 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 8A2, 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=-4596/2257, 12-14=-459612257, 11-12=-2528/1218 WEBS 2-18=-92311669, 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=-4161467, 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; Vuk=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 4-11-15, Interior(1) 4-11-15 to 11-8-0, Exterior(2R) This item has been 11-8-0 to 18-4-14, Interior(l) 18-4-14 to 40-0-0, Exterior(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 475-4 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. using a Digital Signature. 4) Provide adequate drainage to prevent water pondjng. Printed COpI@S Of this 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, document are not considered 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = I O.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 Qt=lb) on any electronic copies. 19=2216, 10=2250. Joaqulli Velez PE No.68182 MiTek USA, Inc. FL Cent 8634 6904 Parke East Blvd, Tampa FL 33810 D_ ate: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 617912020 BEFORE USE, Design valld for use only with MITek® connectors. This design Is based only upon parameters shove. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Ism prevent bucking of individual truss web and/or chord members only, Additional temporary and permanent bracing Welk' EMI 1garding Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance rethe fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11fPI1 Quality Crlfer/a, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20801 Tampa, FT. 36510 Job Truss Truss Type Qty Ply REED T25713173 77689 D1 Piggyback Base 1 1 Job Reference (optional) - unamDers truss, 4x8 rort coerce, rL - 54U0Z, 5-11-12 , 114111 1 18-9-14 5.11-12 5.8.4 7-1-14 0.40U.1 MU111e LUL I IVII I—IIIUU-11—, 111U.V uV GUI-1--I 1.b0I )1718nvCHKPCIjz7nUO-Reu3goUwU N_oBa5rfR5QJLFaZE112spQTcOKLTyRW n6 5x8 = 3x4 II 3x8 =3x6 = 3x4 II 5x8 = 6.00 12 3 4 21 5 6 22 723 24 8 Scale=1:82.5 19 18 27 17 16 15 28 14 29 13 12 30 11 31 10 3x6 I I 4x5 = 3x5 = 3x6 = 4x8 = 3x4 I I 4x8 = 45 = 3x6 11 3x6 = 5-11-12 11�8-0 18-9.14 25-10-0 I 32-10-2 40-0.0 47.8.0 5 11-12 5-e 4 7-1-14 7-0 2 7-0-2 7-1-14 7-8.0 Plate Offsets (X,Y)— [3:0-6-0,0-2-8], [8:0-5-8,0-24] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d 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 FBC20201TP12014 Matrix -MS Wind(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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 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, 3A7, 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-M 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, 3.4=-2275/1651, 45=-2275/1651, 5-7=-1987/1493, 7-8=-1987/1493. 8-9=-1503/1025. 1-19=-210611341, 9-10=-201011395 BOT CHORD 17-18=-959/1576, 15-17=-1067/1870, 14-15=-1398/2389, 12-14=-139812369, 11-12=-74911244 WEBS 2-18=-995/756, 2-17=-220/679, 3-17=-3161215, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=48ft; eave=6ft; Cat. 11; 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 184-14, Interior(1) 18-4-14 to 40-0-0. Exterior(2R) 40-0-0 to 46-8-14, Interior(1) 46-8-14 to 47-54 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 t0 prevent water pending. 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 p 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 chard and any other members, with BCDL = IO.Opsf. 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 MITek USA, lna.,FL Cart6834, 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 Mll7473 rev, 5119/202D BEFORE USE. Design valid for use only with MIT" connectors, This design Is based only upon parameters shown, 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 pemnanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For gemnal guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and bliss systems, see ANSUrPI! QaaRry CriteHa, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713174 77689 D2 Hip 1 1 Job Reference (optional) unamDers I cuss, rOrr mence, r'L - J4`JSZ, S.4JU s RUg 10 LUZ I IVII I BK InausmLs, mu. Yveu um LU l L:LL:VU LU47 raga I ID:pcN6P42xD1718nvCHKPCljz?nU0-vrSRtBVYFh6fpkg1 D8cfrYolle1ynJ2ZiGlttvyRWn5 5 11-12 11� 0 18-9-14 25-10.0 3712-0-2 40-0-0 47-8-0 r 5-11-12 5-B•4 7-1.14 7.0 2 0-2 7-1-14 7-8-0 Scale = 1:82.5 5x8 = 3x4 I I 3z8 = 3x6 = 3x4 I I 5x8 = 6.00 12 3 421 5 6 22 723 24 6 4x8 19 3x6 I I 18 .zr 17 1e 15 LH 14 zu I 12 JU 11 J1 45 = 3x5 = 3x6 = 4x8 = 3x4 II 4x8 = 4x5 = 3x6 = 26 Job Truss Truss Type City Ply REED T25713176 77689 D3 Roof Special 1 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_71xaFL3ytu6R-N 10p5U W BO_EWRuFDms7uomLw91 KcW ISjwwVRPMyRWn4 4.11-12 9 6-0 17-7-4 25 4-12 , 33-4-0 35 8-0 41-6�i 4741 4 1 1 4 e-0 7-11-4 71 7-11-4 2 4-0 5 101 1 6-1-12 5x6 = 3x4 II 3x8 = 3x6 = 5x12 = Sx6 = Scale = 1:85.9 19 26 27 18 28 17 16 29 15 30 14 13 32 12 11 6x8 = 3x8 = 3x6 = 3x8 = 3x10 = 4x5 = 3x6 II 3x4 11 3x6 = 9-8-0 17-7-4 26 4-12 33-0-0 41-6 4 47$-0 9 8-0 7-11-4 7-9 6 7-11� 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) Vdefl L/d 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 1.25 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 FBC2020/TP12014 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 Do 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, 6-13, 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=4156(LC 12). l l=-1156(LC 12) Max Grav 19=2184(LC 17). 11=2157(LC 18) FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1gel /1415, 3-4=-174011339, 4-6=-255B/1891, 6-7=255OM891, 7-8=-2434/1851, 8-9=-2059/1510, 9-10=-164711070, 10-11=-207711362 BOT CHORD 18-19=-822/1400, 16-18=-1430/2526, 15-16=-1430/2526, 13-15=-126712155. 12-13=-86611402 WEBS 2-18=-394/978, 3-18=-207/560, 4-18=-1254/753, 4-16=0/419, 4-15=-144/328, 6-15=-453/480, 7-15=-416/747, 7-13=-181411412, 8-13=-1236/1783, 9-13=-215/654, 9-12=-889/788, 2-19=-2150/1442, 10-12=4126/1823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=170mph (3second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 4-10-13, Intedor(1) 4-10-13 to 9-8-0, Exterior(21R) 9-8-0 to 14-5-3, Interior(l) 145-3 to 35-8-0, Exterior(2R) 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 p 6) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except at=lb) signed and sealed and the 19=1155, 11=1156. Signature must be Verified on any electronic copies. Joaquin Velez PE N�o.68182 MiTek USA, Irfc.:FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date,. October 21,2021 WARNING - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 6119/2020 BEFORE USE. ..� valid for use only with MITek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not IMF a truss system. Before use, the building designer must verify the applicability of design parameters and propertyincortmrala this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andlarchord 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 ANSVIP11 qua9ty Cdleda, OSB-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, R. 36610 Jab Truss Truss Type Qty Ply REED T25713176 77689 D4 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 12:22:03 2021 Page 1 I0:pcN6P42xDi718nvCHKPCIjz?nUO-KPBZVAXRYcUDgBOcuHAMTBQEZroe dx?OE XUEyRWn2 7 e-0 15-7-4 , 23-4-12 31-4-4 D 35.8.0 43-6-4 51-8-0 7-8-0 7-11-4 7-9.8 7-11-4 � .4-0 ( 7-10.4 + 8-1-12 Sx10 = 20 19 11 18 28 17 1b 28 15 3u 14 13 s1 12 11 3x6 11 45 = Scale=1:92.9 5x6 = 3x8 = 7 c c r 6x8 = 3x4 II 46 = 3x5 = 48 = 3x8 = 3x6 II 46 = 7 8.0 15-7 4 234-12 31 4.0 35 8-0 43.6-0 514i•0 7-11.4 7-9-8 7-11-4 4 4-0 7-10 4 8-1-12 Plate Offsets (X,Y)— [1:0-2-0,0-1-8], [2:0-6-8,0-1-12], [9:0-3-0,Edge], [12:0-3-8,0-1-81, [18:0-0-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.33 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.56 15-17 >999 240 BOLL 0.0 Rep Stress ]nor YES WB 0.85 Horz(CT) 0.13 11 n/a We BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.33 15-17 >999 240 Weight: 360 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rlgid ceiling directly applied or 5-3-9 oc bracing. 1-20,10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-19, 2-18. 3-18, 5-18, 545, 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 HDrz 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. Qb) -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=-322212296, 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=-958/1884, 17-1 8=-1 946/3396, 15-17=-194513396, 14-15=-187313171. 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; Vuk=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 Extedor(2E) 0-2-12 to 5-4-12, Interior(1) 54-12 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 51-0-4 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. 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 document 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=lb) signature must be verified 20=1265, 11=1244. on any electronic Copies. Joaquin Velez PE No.68182 MiTek USA, Iric.,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 10I1.7473 rev. 5/19/2021) BEFORE USE. Design valid for use only with MIToW 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 dre applicabilityof design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlorchord 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 fabdoation, storage, delivery, erection and bracing of trusses and buss systems, see ANSVTPN 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. 36810 Job Truss Truss Type pty 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 ID:pcN6P42xDI718nvCHKPC Ijz7nUO-ociyj WY3Jvc4ILzoS—hbOOzORFLUj4V9cuj501 5 8.0 13-7-0 21-4-12 1 29 4 1 35.8.0 43.6 4 51-8-0 7-11-4 7.9 8 7.11 4 G-4.0 7-10 4 B-1-12 48 Scale = 1:92.8 Sx6 = 21 20 28 t9 18 29 17 16 15 30 14 13 31 12 11 3x6 11 4x5 = 5x6 WB = 3x4 II 5x6 WB = 3x5 = 5x8 = 4x8 = 3x8 = 3x6 = 3x6 11 5 8 0 13-7-4 1 21 4-12 29--0 35-8-0 43-0-4 51-8-0 5 B 0 7-11.4 7-9 8 7.114 4, 64.07-10 4 B-1-12 Plate Offsets (X,Y)— [2:05-8,0-2-41, [8:0-M,Edge], [12:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.36 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 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 n/a n/a BCDL 10.0 Code FBC20201TPI2014 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 purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 4-114 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, 944, 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-M 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1684/1190, 25=-2859/2084, 35=-2859/2084, 5-6= 3686/2559, 6-7=-2663/1942, 7-9=-2630/1928, 9-10=-259411684, 1-21=-2198/1565, 10-11=-2202/1503 BOT CHORD 20-21=-341/350, 19-20=-B36/1661, 17-19=-2185/3753, 15-17=-2185/3753, 14-15=-2231/3711, 12-14=-1357/2225 WEBS 2-20=-1011/902, 2-19=-131412094, 3-19=-446/527, 5-19=-1122/653, 5-17=0/447, 6-15=-25/366, 6-14=-226211529, 7-14=-1228/1987, 9-14=-222/276, 9-12=-543/577, 1-20=-126311938. 10-12=-1405/2300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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. Exterior(2R) 35-M 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 p 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10,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=lb) signature must be verified 21=1265, 11=1244. On any electronic copies. Joaquin' Velez PE No.68182 MiTek USA, Inc. FL Cart 6834_ 6904 Parke East Blvd. Tampa FL 338f0 Date: October 21,2021 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 Wilt MiTek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANWITIR11 Quality Criteria, DSB-89 and BCSI Building Component 5904 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, Fart Pierce, FL-34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:05 ZOZ1 Page 1 ID:pcN6P42xD171BnvCHKPCljz?nUO-GOGKwsZh3DkxwVY ?ICgYcVbpflXShRlrYTeY7yRWn0 -1.4-0 5-10.0 11.8.0 13.0-0 1-4-0 5-10-0 5-10-0 1-4-0 5x6 = 3x4 = 3x4 = Scale = 1:23.0 5-10-0 11-8-0 6.10.0 5-10-0 Plate Offsets (X,Y)— [2:0-0-8,Edgel, [4:0-0-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/def1 L/d 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 ]nor YES WB 0.21 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 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, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=-148(LC 10) Max Uplift 2=-670(LC 12), 4=-670(LC 12) Max Grav 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: Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; 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 5-10-0, Exterior(21R) 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 for a 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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, Joaquili Velez PE No.68182 MiTek USA', Inc. FL Cart i634, 6964 Parke East BWd. Tampa FL 33810 Oats: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THE S AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev, 511912020 BEFORE USE, -- Design valid for use only Wilt MITakV connectors, This design Is based only upon parameters shown, and Is for an Individual building tOrnponenL not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing indicated Is to prevent buckling of Individual truss web andiarchord 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 ANSI/TPH Quality Criteria, DSE-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 T25713179 77689 F Hip 1 1 Job Reference (optional) .Chambers Truss, Fort Pierce, FL - 34982, 8.43U Is Aug 16 2U21 MI I eK Industries, Inc. Wet! Ucl2U IZ:22:Ub 2U21 rage l ID:pcN6P42xD1718nvCHKPCljz7nU0-k pIBBZJgXtoXf7BZPj35p2og25kB9FS4CCB4ZyRWn7 4-9 4 9-0-0 16-4-0 20 6-12 25-4-0 26-8-0 , 1-4 0 4-9-4 4-2-12 7-4-0 4-2-12 4-9-4 a 4x6 = 4x8 = 3x5 i 3x8 = 3x6 = 3x4 = 3x5 16-4-0 25-4-0 Scale = 1:45.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(ILL) -0.12 9-17 >999 360 MT20 244/190 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/TP12014 Matrix -MS Wind(LL) 0.09 9-11 >999 240 Weight: 122 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-11 REACTIONS, (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-217(LC 10) Max Uplift 2=-739(LC 12), 7=-739(LC 12) Max Grav 2=1009(LC 1), 7=1009(LC 1) 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=-345/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(l) 13-2-15 to 164-0, 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. ` 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, electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) sealed by Velez, Joaquin, PE 2=739, 7=739. 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 fdiTek USA, Inc.:FL Cert 6834, 8964 Parka 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, 6/19/2020 BEFORE USE, Design valid for use only carer Mfrek® connectors. This design is based only upon parameters shovm, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Uris design into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web andlorchordmembers only. Additional temporary and permanent bracing lYiiTek' Is always required for stability and to prevent 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-M and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20801 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713160 77689 F1 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 15 ZU21 MI I eK Inaustnes, Inc. Wed uci 2u 12:22:u6 zuzi rage i ID:pcNGP42xD1718nvCHKPCljz?nU0-gNxSZtbaM87WnyHZhglXAE7AysoVf_hIXWh IBSyRWmz i 6-9 4 11-0-0 F 14.41 19-6-12 25-4-0 26 8-0 1-4-0 5-9_4 5-2-12 3 4-0 5-2-12 5.9-4 Scale = 1:45.6 4x4 = 4x4 = I$ 3x4 = 2x3 11 4x6 = 3x4 = 3x4 = 2x3 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.12 9-10 >999 360 MT20 2441190 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/TP12014 Matrix -MS Wind(LL) 0.11 11-13 >999 240 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2.4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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=1162(LC 18) 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=-195311297 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, 3A1=-702/508, 4-11=-211/427, 5-10=-211/427, 6-10=-703/508, 6-9=0/251 NOTES - I) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-16; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; save=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 -M, Exterior(2E) 11-0-0 to 144-0, Exterior(2R)14-4-0 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 bads. 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-D tall by 2-0-0 wide This item has been 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 at joint(s) except Ut=lb) electronically signed and 2=739, 7=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. Joaquifi Volez PE No.66182, fAiTek USA, Iric.�FL Cert 6634 ou 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. 5119/202/) BEFORE USE. Design valid for use only with MiTekS connectors, This design Is based only upon parameters shown, and is for an Individual building component, not 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 andforchard 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 ANS11TPif QuaAty 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 36510 Job Truss Truss Type Qty Ply REED T25713181 77689 F2 Common 1 1 Job Reference (optional) Chambers Truss, Fort Plerce, FL - 34982, V1 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:09 2021 -HKPCIjz?nUO-BZVnnDcC7SFN06smEXHmjSgJQG6SOQTumARsgu, 18-8-12 25.4.0 6-0.12 6.7-4 Scale = 1:45.0 4x5 = 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 8-7.8 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 Mor YES Code FBC2020/TPI2014 CSI. TC 0.40 BC 0.47 WB 0.52 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in floc) Vdefl -0.12 8-10 >999 -0.24 10-13 >999 0.04 6 n/a 0.11 10-13 >999 L/d 360 240 n/a 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 purlins. 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=-166711310, 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 I5 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: VuR=170mph (3second 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 (directionaq and C-C Exterior(2E)-1-4-0 to 1-8-0, Interior(l) 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 = 10.0psf. 6) 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 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. Joaquifi Velez PE t4o.68182' MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 D_ ate: October 21,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511911020 BEFORE USE. Design valid for use only wl8n 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 bullding design. Bracing Indicated is to prevent buckling of Individual truss web andforchord members only, Additional temporary and permanent bracing NL'iT®k� Is always requlred for stability and to prevent 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 ANSb7PH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informarlon available from Truss Plate Institute, 2670 Crain Highway, Sude 203 Waldorf, MD 201501 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713182 77689 F3 Common 6 1 Job Reference (optional) Chamberrs Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:10 2021 Page 1 ID:pcN6P42xDi7i8nvCHKPC Ijz?nUO-dm3DzZcquiN EOGRyoFo?FfDU 2gSY7tV1?gAPOKyRWmx -1f �='0 r 6-7-4 12-8.0 18-8-12 25-4-0 1-4-0 6-7-4 6-0-12 6-0-12 6-7-4 31 45 = 3x4 = 3x4 = 3x6 = 3x4 = Scale = 1:44.6 3x4 = Io 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 0.41 BC 0.48 WB 0.54 Matrix -MS DEFL. in floc) Vdefl L/d Vert(LL) -0.12 7-9 >999 360 Vert(CT) -0.25 7-12 >999 240 Horz(CT) 0.04 6 n/a n/a Wind(LL) 0.14 7-12 >999 240 PLATES GRIP MT20 244/190 Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. WEBS 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. 34=-166711324, 4-5=-167811349. 5-6=-1828/1378 BOT CHORD 2-9=-1110/1776. 7-9=-579/1114, 6-7=-110211589 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: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-0 to 1-8-0, Intedor(1)1-8-0 to 12-8-0, Exterior(2R) 12-8-0 to 15-8-0, Interior(1)15-8-0 to 25-4-0 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 rive loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it -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 VelezPE No.0182 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]473 rev. 5/1912020 BEFORE USE. Design varid for use only Win MIToW connectors. This design Is based only upon parameters shwAn. 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 ft design into the overall building design. Bracing Indicated Is to prevent buckling of InrTvldual Um web andforchard members only. Additional temporary and permanent bracing M iTe k° Is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Warta, DSB-89 and BCSI Bulteling 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 Qty Ply REED T25713183 77689 F4 Half Hip 1 1 Jab Reference (optional) Chambers I cuss, Fort Pierce, FL - 34982, ti.43u s nug 10 2uCl IVII I eK mausmes, mc. VVea Uct zu 1 z:,ez; i u zuc i rage i ID: pcN 6P42xDi718nvCHKPCIJz?n UO-dm3 DzZcqulN EOGRyoFo?FfDRogU e7uP 1 ?q AP D KyRW mx 1 4 0 i 5-9.4 11.0-0 18-2.0 25-4.0 5.9.4 5 2-12 F 7-2-0 7-2-0 3x4 = 2x3 11 4x8 = 3x4 =3x6 = 2X3 I I 17 18 19 5 3x10 = Scale = 1:45.2 3x5 = 3x6 11 6.9 4 11-0.0 18-2-0 254.0 5.9 4 5-2-12 7-2-0 7-2-0 Plate Offsets (X,Y)— [4:05-4,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.08 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 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 FBC20201rP12014 Matrix -MS Wind(LL) 0.08 10 >999 240 Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-14 cc purlins, BOT CHORD 2x4 SP M 30 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 64-2 cc bracing. WEBS 1 Row at midpt 4-8. 6-8 REACTIONS. (size) 7=0-M, 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, 34=-1483/909, 45=-1073/728, 5-6=-1073/728, 6-7=-966/762 BOT CHORD 2-11 =-1 326/1843, 10-11 =-1 326/1843, 8-10=-904/1306 WEBS 3-10=-628/486, 4-1 0=-1 96/542. 4-8=-295/223, 5-8=4491512, 6-8=-911/1343 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Sift: B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directions0 and C-C Exterior(2E)-14-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Exterior(2R) 11-0-0 to 15-2-15, Interior(1)16-2-15 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 other members, with BCDL = IO.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.68182 MiTek USA, the. FL Cert 6634 6004 Parke.Eest Blvd. Tampa FL 336% Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5n912020 BEFORE USE. -- valid for use only with MITukO connectors, This design Is based only upon parameters shown, and is fore" Individual building component. hot Nil' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of Individual truss web andfor chord members only. Additional temporary and permanent bracingIY! �/� 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 ANS11TP11 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 36510 Job Truss Truss Type City Ply REED T25713184 77689 F5 Half Hip 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL-34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:11 2021 Page 1 ID:pcN6P42xD171BnvCHKPC Ijz?nU 0-5ydbBvdSf3V5eQ08MyJEotlgB3pwsGNBEUwylnyRW mw -1-4-0 4-9-4 9-0.0 14-5-15 � 19-10-1 25-4-0 1-4-0 4.9.4 4-2-12 5.5-15 54-3 5-5-15 31 4x5 = Scale=1:44.8 zx3 II 3x8 = 3x6 = 3x4 = 18 5 19 20 6 7 21 8 - - a 3x5 i 3x8 = 3x6 = 2x3 II 3xl0 = 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.12 13-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.26 13-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -MS Wind(ILL) 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 purlins, BOT CHORD 2x4 SP M 30 except and verticals. WEBS 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.IMax. 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=-8B21739 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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fl; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-14-0 to 1-8.0, Intedor(1)1-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(l) 13-2-15 to 25-24 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 pending. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live bads. ` This Item has been 5) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically Signed and 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except flt=lb) 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 MiTek USA, Ine. FIL Cart6634, 6904 Parke East Blvd. Tampa FL 33610 Oate: October 21,2021 AL WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII.7473 rev.511eP20Z0 BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify tire applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated sto prevent bucking of Inifividual truss web andforrhard 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 oftrusses and truss systems, see ANSIRPH Qea3NtyCrfterta, DSB-89 andBCS1 Buftdfng Component Tamp Parke East Blvd. Safety hrformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Ft 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 MI I eK industries, Inc. Wet oct 2u 1 z:zz:1z zuzl rage 1 ID:pcN 6P42xDi718nvCHKPCIjz7nUO-ZBBzOFe4QNdyFaaKwggTK4luFrEfbtpKS7f W HDyRWmv 1-4-0 5-10-0 5-10-0 1-4-0 Scale = 1:23.0 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) l/defl Lid 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 ]nor YES WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 53 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 11-8-0. (lb) - Max Horz 2=-148(LC 10) Max Uplift All uplift 100 lb or less atjoints) 14, 10 except 2=-214(LC 12), 8=-214(LC 12), 13=A52(LC 12). 11=-152(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-1411339. 7-1 0=-1 47/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -14-0 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 ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 Do. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14, 10 except 6t=lb) 2=214, 8=214, 13=152, 11=152. 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 , 6904 Parka East Blvd.,TampaTL 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, o� Design valid for use onlywith MITek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify tine applicability of design parameters and property incorporate this design into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web andfordmrd members only. Additional temporary and permanent bracing +AiTek' idl Is always required for stability and to prevent collapse with possible personal Injury and property damago, For genorat guldence regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see RNSUTP11 Quality Crllerla, 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 T26713186 77689 GR2 HALF HIP GIRDER 2 1 Job Reference (optional) • Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI Felt Industries, Inc. Wed Oct 20 12:22:14 2021 I -age 1 ID:pcN6P42xD1718nvCHKPC Ijz?nU0-VXlkpxgKy_tgVtkj i SsxQVNBzHtx3kNdwR8dM5yRWmt 1 4.0 5-0-0 7-10-0 10-8-0 1 4.0 5-0.0 2-10-0 2-10.0 Scale = 1:20.1 48 = 2x3 II 3x4 = 3 17 4 1A 5 3x4 = 6-0-0 2-10-0 2-10.0 Plate Offsets (X,Y)- [3:05-4,0 2-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.07 8-11 >999 24C 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 FBC2020/TP12014 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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 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=-87411143, 3-4=-547/801, 45=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=-1076/734 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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); 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 Qt=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 Ioad(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 lb down and 271 lb Printed copies of this up at 5-0-0, and 46 lb 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 on any electronic copies.5, 1) Dead +Roof Live (balanced): Lumber Increase=12Plata Increase=125 Uniform Loads (plf) Joa uiti Velez PE tJo.68182 q Vert: 1-3=54, 35=54, 6-9=-20 MiTek USA, -Ihc: FL Cert 6634. 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 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 10II-7473 rev. 5/79/2020 BEFORE USE. >. Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated Is to prevent budding of Individual truss web andfor chord members only. Additional temporary and permanent bracing iwiTek' Is always required for stability and to prevent collapse with possible personal injury and property damago. For goneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1i Quality Criteria, DSB-69 and SCSI Building Component 6994 Parke East Blvd. Safety Information available from Truss Plate Instiluta, 2570 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 Jab Reference (optional) r Chambefs Truss, Fart Pierce, FL - 34982, I 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 2012:22:23 2021 ID:pcNBP42xDi7i8nvCHKPCljz7nUO-kGL717n—g1004GwS3UX2HPFhxvgWgfJy LgbA4 Sx8 = 3X4 11 3x5 = 3x10 II " 11-1. 6x8 = 10x10 = HUS26 HUS26 Scale = 1:36.9 Plate Offsets (X,Y)— [2:0-5-4,0-25], [4:0-6-0,0-1-12], [7:0-4-0,04-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.19 7-8 >782 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.12 7-8 >999 240 BOLL 0.0 ' Rep Stress Incr NO WS 0.95 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS 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 purlins, 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=05-8 Max Harz 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 (lb) 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. I% 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 five loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 joint(s) except Qt=lb) 2=1575, 6=2144. electronically signed and 8) Use USP HUS26 (With 14-16d nails into Girder & 5-16d nails into Truss) or equivalent at 5-0-12 from the leftend 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 2-0-0 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. 10) Fill all nail holes where hanger is.in contact with lumber. document are not Considered 11) In the LOAD CASE(S) section, ]Dads 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.5 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=12 Joa uiri Velez PE No.681i32 q Uniform Loads (plf) Vert: 14=-54, 45=54, 2-6=-20 MiTek USA,Ine. FL Cart 6634, Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL_33616 Vert: 7=-365(F)11=-625(F)12=565(F)13=-365(F) Data,. 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 Mirekconnectors, This design Is based only upon parameters shown, and Is for an individual building component, note truss a ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buliding design. Bracing Indicated Is to prevent buckling of Individual truss web andW 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 oftmssas and truss systems, see AN51/rP11 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 36510 Job Truss Truss Type Qty Ply REED T25713186 77689 GR3 COMMON GIRDER 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, B.43u Is Aug i b ZUZ1 IVII l eK mausrnes, Inc. vveo Litt zu i z;rz:za zuz i rage ID;pcN 6P42xD1718nvCHKPCljz7nU O-CSvWvLneb38FhQVedB2Hgcov9JF7PGB5D7Z81WyRWmj 3-2.4 5-10-0 8 5-12 11-8-0 3-2-4 2-7-12 2-7.12 3-2-4 4x4 = 3x5 = 3x5 = Scale = 1:21.9 4-0-13 3-6-5 4-0-13 Plate Offsets (X,Y)— [1:05-0,0-0& I&M-0,0-0.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.08 6-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 6-13 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.27 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-12 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-3 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Hotz 1=120(LC 24) Max Uplift 1=-090(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, 34=-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 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-16: Vu@=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 speck 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-D-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 Ut=lb) This item has been 1=990, 5=1006. 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 electronically signed and 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, sealed by Velez, Joaquin, PE and 184 lb down and 191 lb up at 9-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of using a Digital Signature. others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), Printed copies of this p document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead +Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) Vert: 1-3= 54, 3-5=-54, 8-11=-20 on any electronic copies, Concentrated Loads (Ib) Joaquiri Velez PE No,68182 Vert: 7=-187(B) 14=-187(B) 15=-187(B) 16-184(B) 17=184(B) MiTek t)SA, InC..FL Cert 6634, 6964 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 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 property incorporate Oils design mto the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/orcl,ord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and Miss systems, see ANSUIPH Quality Crlleda, DSB-09 and BCS/ Building Component 6904 Parke East Blvd, Safety Infafmat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 201301 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713189 77689 GR4 Monopitch Girder 1 1 Jab Reference (optional) -Chambe(s Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI teK Industries, Inc. Wed Oct 20 12:22:24 ZU21 Page 1 ID:pcN6P42xDl7i8nvCHKPCljz7nUO-CSvWvLncb38FhQVedB2Hgcov3J8 PKL5D7ZBIWyRWmj 1 4.0 3-4-4 6.51 B 1 4.0 3-4-4 3.1-4 3x4 11 3x4 II Scale = 1:22.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, In floc) 1/defl L/d 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/TPI2014 Matrix -MP Weight: 32 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 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 64-14 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. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-16; Vuh=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); 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 20.0psf 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 Ili uplift at joint(s) except (jt=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 (pin 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 Veloz PE No.68182 MiTek;USA, Irtc. FL Cert 6634, . 6904 Parke.East Blvd. Tampa.FL 33610 bate: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5118/2020 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 andler chord members only. Additional temporary and permanent bracing ivi 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 ANSIIfPH quality Criteria, DSB-89 and BCSI Building component Safety informadon available, from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 69D4 Parke East Blvd. Tampa, FL 3613110 Job Truss Truss Type Qty Ply REED T25713190 77689 GR6 MONOPITCH GIRDER 1 1 Job Reference (optional) • Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 Mil ek Industries, Inc. wed Oct 2U 12:22:25 ZU21 Nage 1 ID:pcN6P42xD1718nvCHKPCljz7nUO-geTu7hoEMMG6Ja4gAu2WMpK4vj WZBneFSfJIEryRWmI 1�4 0 34-4 6 5-8 1� 3.4-4 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 FBC2020ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=05-8, 2=0-8-0 Max Horz 2=267(LC 8) Max Uplift 4=-788(LC 8). 2=495(LC 8) Max Grav 4=539(LC 1). 2=391(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 3x4 II 3x4 II DEFL. in (loc) Vdefl L/d Vert(LL) 0.19 4-6 >402 240 Vert(CT) -0.11 4-6 >670 240 Horz(CT) -0.00 4 n/a n/a Scale = 1:22.7 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 20.0psf 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 Qt=lb) 4-788, 2=495. 6) Use USP HUS26 (With 14-16d nails into Girder a 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=-391(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. Joaquili Velez PE N0.68182' MiTek USA, [tic .:FL Cart 6634, 00'4 Parke'East lvd. TampaFL 33610• Date: October 21,2021 WARNIND -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11-7473 rev, 5/19/2020 BEFORE USE. -- Design voild for use ontywith WNW connectors, This design Is based only upon parameters shown, 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 M 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 syslems, see AN511TPH quality Criteria, DSB-89 and BCSI Building Component 69% Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20501 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713191 77689 GR7 MONOPITCH GIRDER 1 2 Job Reference (optional) Chambejs Tnlss, Fort Pierce, FL - 34982, 6.4JU s Aug l b ZUZI Iw1 I eK inausines, Inc. vveo Uci LU l Z:CL:L r LOCI rage i ID:pcN6P42xD1718nvCHKPCljz7nUO-d 1 beYNgUu_WgYtEDIJb_REQOvWAxcYkYvzopJryRWmg 3-4-4 6.5-8 34-4 3-14 3x4 11 4x5 = ax i u 11 4 HUS26 6x8 = Scale = 1:22.4 3-4-4 6-5.8 34.4 3-14 Plate Offsets (X,Y)— [1:0-1-0,0-0-4], [4:Edge,0.4.4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.07 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.04 5-7 >999 240 BCLL 0.0 Rep Stress Iner NO WB 0.60 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight; 73 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. REACTIONS. (size) 1=M-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 (Ib) 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, 2-1=-3027/4022 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 This item has been 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. 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. Di al 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 (jt=1b) Printed itOf this ep 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 document are not considered from the left end to 5-8-12 to connect truss(es) to front face of bottom chord, signed and Sealed and the 9) Fill all nail holes where hanger is in contact with lumber. "NAILED" Signature must be verified 10) indicates 3-1 Od (0.148"x3") or 3-12d (0,148"x3.25") toe -nails per NOS guidlines. On COPIPS. any electronic 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 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. Joaquin Velez PE Nonic MITek USA, tricrFL Cart 6834. LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Data,. October 21,2021 WARNING -Verify design parametera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/1912020 BEFORE USE, -- Design valid for use only with MIT&V connectors. Thisdesign 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 buckMg of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wkh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSyfPPI qualllyCr/terla, DSB-89 and SCSI BuUd/ng Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20801 �• Ni iTek° 6904 Parke East Blvd. Tampa, FL 3600 Job Truss Truss Type Qty Ply REED T25713191 77689 GR7 MONOPITCH GIRDER 1 Jab 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:pcN6P42xD1718nvCHKPCIjz?nU0-d1beYNgUu WgYtEDIJb REQOvWAxcYkYvzopJryRWmg 'LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 1-4=-20 Concentrated Loads (lb) Vert: 7=-163(F) 8=-1682(F) 9=-1121(F)10=-1125(F) WARNING -Verity design parameters and REND NOTES ON THIS AND INCLUDED MR'EK REFERENCE PAGE MII-7473 rev.5/1g2020 BEFORE USE. Deslgn valid for use only with MITekl) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design'vtto the weratl building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing n�''�®1.° R is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANS I PH Quality Criteria, DSB-89 and SM Building Component 1 r, 69D4 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Weldorl, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713192 776B9 GR8 MONOPITCH GIRDER 1 Job Reference (optional) ` Charri Truss, Fort Pierce, FL - 34982, 8.4SU s Aug 10 zuzI mi I eK mousmes, inc. vvec vc[ Lu icec:zo cuci reye i ID:pcN6P42xDi7iBnvCHKPCliz7nUO-5D901jg7fHegAlpPsi6D_SyaOwUIL fhBdXMrIyRWmf 5.8-12 , 10-" 5-e-12 4.8.12 3x4 = 3x10 II HUS26 4 6x8 = HUS26 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.93 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 BCDL 10.0 Code FBC2020rrP12014 Matrix -MS 3x4 11 DEFL. in (loc) Ildefl L/d PLATES GRIP Vert(LL) 0.14 4-5 >868 240 MT20 244/190 Vert(CT) -0.10 4-5 >999 240 Horz(CT) -0.03 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP N0.3 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3316/4191 BOT CHORD 15=-3963/2913, 4-5=-3963/2913 WEBS 2-5=-4023/2948, 2-4=-3373/4593 Scale = 1:34.0 Weight: 121 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 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 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 0-8-0 oc. Webs connected as follows; 2x4 -1 row at 0-7-0 oc, Except member 4-2 2x4 -1 row at 0-941 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; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY 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 ioint(s) except (it=lb) 1=1970, 4=4369. 8) Use USP HUS26 nth 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2.0-0 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. Joaquifi Velez PE No.68182 MiTek USA, lhc. FL Cart 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.5119/2020 BEFORE USE. -- Design valid for use only with M rekO connedars. This design is based only upon parameters shown, and is for sn Individual building tmmponord, net a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overallbuildingdesign. Nil Bracing Indicated Is to prevent buckling of Individual truss web andfordmrd members only, Additional temporary and permanent bracingk` is always required for stability and to prevent 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 ANSKIPH Quality Crflerfa, DSB-89 and BM Building Component 6904 Parke East Blvd. Safety trdarmatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Welded, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty I Ply REED ' T25713192 77689 GR8 MONOPITCH GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI fel( Industries, Inc. Wed Oct 20 12:22:28 2021 Page 2 ID:pcN6P42xDi718nvCHKPCIjz7nU0SD901jg7fHegAlpPs16D_SyaOwUIL 8dXMrIyRWmf LOAD CASE(S) Standard Uniform Loads (pin Vert: 1-3=-54, 1-4=-20 Concentrated Loads (Ib) Vert: 5=-1844(B) 8=-1121(B) 9=-1125(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M117473 rev, 5lt1112920 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 andfor chard members only. Additional temporary and permanent luacing Is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcagnn, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Criteria, PSU-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parka East Blvd. Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713193 77689 GR9 HALF HIP GIRDER 1 1 Job Reference (optional) ,Chambers Truss, Fort Pierce, FL - 34982, U.431) s Aug lb 2u21 MI I eK mousines, Inc. vvea uct zu 1z:Pz:zu zuzl rage 1 ID:pcN6P42xDI7lBnvCHKPC llz7nUO-ZQIPz3flQbmXoBOcPkeSWfVnAK094YEgMHHvCkyRW me -1.4-0 , 5-0-0 7-0-0 1-0-0 5-0-0 2-0-0 4x8 = 3x4 II 4 3x4 Scale = 1:19.7 5.0.0 7-0-0 5-0.0 2-0-0 Plate Offsets (X,Y)— [3:0-5-0,0-2-0] LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vart(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 FBC2020/TPI2014 Matrix -MP Weight: 35 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 and verticals. WEBS 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 5=Mechanical Max HDrz 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. 0b) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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, 35=-471R20 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 joint(s) except Ot=lb) electronically signed and 2=518, 5=608. sealed by Velez, Joaquin, PE 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)112 lbdown and 301 lb up at using a Digital Signature. 5-0-0 on top chord, and 161 lb down and 271 lb up at 5-D-0 on bottom chord. The design/selection of such connection device(s) is Printed copies of this P 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). document are not considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Leads (plf) Vert: 34=54, 5-7= 20 Joaquin Velez, PE No,68182 Loads4, Concentrated Loads (Ib) MiTek USA, Inc: FL Cert 6634. , Vert fi=-161(F) 3= 60(F) 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, 5/7912020 BEFORE USE, sr. Design valid for use only with MITeW connectors, This design Is based only upon parameters shown, and Is foran Individual building componont, not �• a truss eystem. Before use, the building designer must verify the applicability of design parameters end properly inaorporato Otis design into 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 Crlfeda, DSB-89 and BCsf Bnllding Component 6904 Parke East Blvd. Safety informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713194 77689 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:pcN6P42xD1718nvCHKPCijz4nUO-1 cGnAPsNBvuOPLyozS9h3t2t2kJhpgB_bxOTwAyRWmd 1 4-0 5-0.0 9.6.7 13-11-1 1 M-8 1 4 0 5-0-0 4-6-7 4-4-11 4.6-7 5x8 = 3x5 = 2x3 I I 17 4 fimlow 4x10 = Scale = 1:33.2 3x4 11 6x8 = LOADING (pso 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 FBC20201TP12014 CSI. TC 0.53 SC 0.33 WB 0.87 Matrix -MS DEFL. in floc) Vdefl L/d Vert(LL) 0.21 9-11 >999 240 Vert(CT) -0.13 9-11 >999 240 Horz(CT) -0,07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. REACTIONS. (size) 7=05- , 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, 3-4=-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=-670/518, 4-9=-384/473, 5-9--930/642, 5-8=-336/295, 5-7=-1772/2573 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Dpsf; 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 rive 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 This item has been 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 joints) except (jt=lb) electronically signed and 7=1638, 2=1564. sealed by Velez, Joaquin, PE 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 using a Digital Signature. 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 dawn Printed copies of this 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 Ib up at 7-0-12, 46 lb down and 76 lb up at 9-0-12, 46 lb down and 76 lb up document are not considered 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 signed and sealed and the on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. Signature must be verified 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic Copies. LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase--1.25 iMiTak USA, Inc.FL Cart 6634. Uniform Loads (pif) 6904 Parke East•Bivd. Tampa FL.33610 Vert: 1-3=-54, 3.6=54, 7-12=-20 ,Date: October 21.2021 Continued on naaa 2 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MnEK 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 am applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated Is to prevent buckling of Individual truss web andlordicid 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 oftrusses and truss systems, see ANSfITP11 Quality Cr(ferta, DSO-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parka East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713194 77689 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 2 ID:pcN6P42xDl7i8nvCHKPCljz7nU0-1 cGnAPsNBvuOPLyozS9h3t2t2kJhpgB_bxOTwAyRWmd LOAD CASE(S) Standard Concentrated Loads (Ib) 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(B) 27=-43(B) WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M167473 rev. 6/1P./2020 BEFORE USE. Design valid for use only uAdr MIT" canneclars.This design Is based anty upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlorchard 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 ANSUP11 Quality Criteria. OSB-B9 and SCSI BuBding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Jab Truss Truss Type City Ply REED T28713196 77689 GRC Roof Special Girder 1 1 Job Reference (optional) " Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:32 2021 Page 1 ID:pcN6P42xDi7iBnvCHKPCljz7nUO-z70Xb4udj WB6fe6A5sB9B177BXufHikH3FVa_3yRWmb 2-1D-14 , 5-8 0 8-1-2 , 11 4.0 , 16-9.5 22-2-11 27.8-0 32-10-13 , 38-1-11 43.8-0 2-1D-14 243-2 2-9-2 Z-10-14 5 5.5' 5 5 5 5.5-5 5-2.13 5-2-13 5.6-5 6.00 12 5x6 = 24 Z8 23 22 21 20 19 3118 32 33 17 16 34 35 15 36 37 14 5x12 MT18HS 11 7X10 = 4x4 = 6x10 = Sx8 MT18HS WB = 4xB = 3x4 = 6x8 = 7x8=THD26.2 6x8 — 3x6 = 11-4-0 Scale = 1:93A 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) Vdefl L/d -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: 326lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins, 9-11,11-13: 2x4 SP M 30, 5-7: 2x6 SP 240OF 2.0E except end verticals. BOT CHORD 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 midpt 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 HDrz 24=-382(LC 6) Max Uplift 24=-2408(LC 8), 14=-1236(LC 8) Max Gram 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, 22=-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=-4856/7862, 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=-3348/5255, 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 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=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 i 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 pending. 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 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = I O.Opsf. on any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 24=2408, 14=1236. Joaquin Velez PE No.68182 9) Use USP THD26-2 (VTnh 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 5-6-8 from the left end to connect rdiTek USA, Inc. FL Cert 6634 trusses) to back face of bottom chord. 690.4 Parke East Blvd. Tampa FL 33610 10) Fill all nail hales where hanger is in contact with lumber. Date: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERENCE PAGE M117473 rev, 511912020 BEFORE USE, Design valld for use only with MrroW connectors. This design Is based only upon parameters shovm, and Is for an Individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent bucking of individual taus web andfordhord members Dory. Additional temporary and permanent bracing WOW always required for stability and to prevent collopa with pussible, parssnal Injury annre d property damage. For ge(guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and tuns systems, see ANSI/fPN Quality CrNeda, DSO-89 and SCSI Building Component 69% Parke East Blvd. Saferylydormerion available from Truss Plate Institute, 2570 Crain Highway, Suite 203 Waldorf, MD 20801 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713195 77689 GRC Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 Mt I eK industries, Inc. Wee Clot ZU 12:2Z:31 ZU21 rage Z ID:pcN6P42xD1718nvCHKPC Ijz7nU 0-z7OXb4udj WB6fe6A5sBg8177BXufHIkH3FVa_3yRWmb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)150 lbdown and 170 Ib up at 1-0-12, and 150 Ib down and 171 lbup 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEC REFERENCE PAGE MIF7473 rev, 51I912020 BEFORE USE. Design vaiid for use only with MTekV connectors, This design is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the buildiing designer must verify the applirabTty of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andforchord 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 ANSffPI1 Quality Crgerfa, DSB-89 and Bfsl 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 Trues Truss Type Qty Ply REED T25713196 77689 GRC1 JACK -CLOSED GIRDER 1 Job Reference (optional) ` Chambers Truss, Fort Pierce, FL - 34982, 8.43U S Aug 16 ZU21 MI I eK industries, Inc, wed Vct 2u 12:22:33 ZUZ1 rage 1 ID:pcN6P42xDi718nvCHKPCljz7nUO-RByvoQuFTgGzHohN ealOhVgUVxHA01fQHvF7XVyRWma 2-11.8 5-841 2-11-8 2-8-8 3x4 II 4x4 = 6x8 = Scale = 1:19.2 Plate Offsets (X,Y)-- [1:0-1-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.02 5-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.03 5-7 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.44 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.02 5.7 >999 240 Weight: 64lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 cc purlins, BOT CHORD 2x6 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. 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. CompdMax. 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 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. 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 7-15; Vuh=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); 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 This item has been 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. 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 3-0-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members, using a Digital Signature. 7) Refer to girder(s) for truss to truss connections. Printed COp10S Of this 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. document are not Considered 9) Use USP HUS26 (With 14-16d nails Into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-11-4 signed and sealed and the from the left end to 3-11-4 to connect truss(es) to back face of bottom chord. Signature must be Verified 10) Fill all nail holes where hanger is in contact with lumber. On any electronic Copies, LOAD CASE(S) Standard Joaquin Velez'PE No.66182 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=125 MiTek USA, Inc.:FL Cart 6634, Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 3361E Vert: 1-3=54, 1-4=-20 Date: October 21,2021 WARNING - Veal desl n y g pamnreters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5/19l2020 BEFORE USE. Design valid for use only wi0t MITekV connectors. This design is based only upon parametem shown, 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 mtothe overall building design, Bracing Indicated Is to prevent buckling of Individual truss web andler chord members only. Additional temporary and permanent bracing M iTe k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Crileda, DSB-89 and BCS1 Building Component 6994 Parke East Blvd. Safety information evallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 3660 Job Truss Truss Type Qty Ply REED T25713196 77689 GRC1 JACK -CLOSED GIRDER 1 2 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:33 2021 Page 2 ID:pcN6P42xD1718nvCHKPCljz7nUO-RByvoQuFTgGzHohN eaiOhVgUVxHAOIfQHvF7XVyRWma LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-1381(B) 9=-1381(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5I19@020 BEFORE USE. Design valid for use only YAM 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 ivt 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 oftrusses and truss systems, see ANSI1TPH Quality Criteria, DSB489 and SCSI Balloting Component 5904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206011 Tampa, FL 36510 Job Truss Truss Type Oty Ply REED T25713197 77689 GRF Hip Girder 1 1 Job Reference o tional *Chambers Truss, Fort Pierce, FL - 34982. 6.431.1 s Aug 1 e zu21 ivii I eK mousmes, Inc. Wed ucf zu 1 z zcsa 2u2i rage 1 ID:pcN6P42xD1718nvCHKPCIjz7nU 0-wNWlOmvtE70quyGZCHDdDICZZLbPlkJZWZ—g3xyRWmZ 1 4-0 , 3-9 4 7.0-0 10-9 15 14 6-1 18w3-0 21.6 12 254 11 26-8-0 1 00 3-9.4 3-2-12 3.9-15 3 6 3 3�-15 3-2-12 I 3-9 31 Scale = 1:45.6 4x5 = 5x8 MT18HS = 3x8 = 2x3 II 22 23 0 24 D 25 26 7 4x5 = 3x8 = 5x6 WB = 2x3 II 3x8 = 30 = 4x5 = 25-4-0 LOADING (psf) TOLL 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 0.53 BC 0.66 WB 0.48 Matrix -MS DEFL, Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ltd 0.32 12-13 >946 240 -C.32 12-13 >945 240 0.11 9 n/a n/a PLATES MT20 MT18HS Weight: 135 Ib GRIP 2441190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 Do purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-24 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0.8-0, 9=0-8-0 Max HDrz 2=-175(LC 23) Max Uplift 2=4652(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=-392913368, 7-8=-3626/3043, 8-9=-3808/3141 BOT CHORD 2-15=-2655/3400, 13-15=-3083/3929, 12-13=-308313929, 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 3Id NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=25ft; save=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. This Item has been 4) Provide adequate drainage to prevent water ponding. 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. Printed Copies Of this 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) document are not Considered 2=1652, 9=1653, 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 lb down and 213 Ib up at 9-0-12, 174 Ib down and 213 lb up at 11-0-12. 174 lb down and 213 Ib up at 12-8-0. 174 lb signature must be verified down and 213 Ib up at 143.4, and 174 Ib down and 213 lb up at 16-3-4, and 252lb down and 420 Ib up at 18-4-0 on top chord, on any electroniccopies. ic and 345 Ib down and 312 Ib up at 7-0-0, 86 Ib down and 34 Ib up at 9-0-12, 86 lb down and 34 Ib up at 11-0-12. 86 Ib down and 34 Joaquin Velez PE No. Ib up at 12-8-0, 861b down and 34 lb up at 14-3-4, and 86 Ib down and 34 Ib up at 163-4, and 345 Ib down and 312 Ib up at MiTe1k1JSA, Iric. FL C©rt6834, 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East -Blvd. Tampa FL 33610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard October 21,2021 ® WARNING -Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51192020 BEFORE USE. Design vaild 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 andlorchord members only. Additional temporary and permanent bracing MiTeiC° Is always required for atablpty and to prevent collapsa with possible personal In)uryend property damage. For generai guldence regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information evallebla from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, ND 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713197 77689 GRF Hip Girder i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.43o s Aug 18 ZUZ1 Mi I eK Industries, Inc. Wed UCI ZU 'I Z:ZZ:34 ZUZI rage Z ID: pcN 6P42xD17i 8n vCH KPC ijz?n U 0-wN W l0mvtE70quyGZCH DdDJ CZzL bPIkJZ WZ_g3xyRW mZ 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) 1 5=-343(F) 5=-11Off) 13=-66(F) 6=-110(F) 12=-66(F) 11=-343(F) 23=-110(F) 24=-110(F) 25=-11Off) 27=-66(F) 28=-66(F) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 5H912020 BEFORE USE, Design valid for use only with MiTekV connectors. This design is based only upon parameters sham, and a for an Individual Wilding component not �` a truss system. Before use, the building designer must verify, the applicability of design parameters and property incorporate this design Ina the overal building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�'r®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 ANSVTPN 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, NO 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713198 77689 GRF1 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 12:22:36 2021 Page 1 ID:pcN6P42xDi718nvCHKPCljz7n UO-sme2RSx8mleYBGQyVJG5JBltoaH WDZaszsTn7gyRWmX 1 4-0 , 3-9 4 7-0-0 11-7-14 16-2-0 20V 25-4-0 I 1-4-0 3 1 3.2-12 4-7-14 4 6-2 4-6.2 4-7-14 4x6 = 3x8 = 4 19 20 21 5 22 23 2x3 11 4x6 = 410 = 624 7 25 26 278 28 29 Scale = 1:44.8 45 = 3x8 = 5x6 WB = 2x3 II 4x10 = 2x3 11 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.31 12-13 >981 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.31 12-13 >984 240 BCLL 0.0 Rep Stress ]nor NO WB 0.82 Horz(CT) -0.11 10 n/a n/a BCDL 10.0 Cade FBC2020/TP12014 Matrix -MS Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 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 8-10 REACTIONS. (size) 10=0-8-0, 2=0.8-0 Max Horz 2=288(LC 8) Max Uplift 10=-1968(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=-3572/2960, 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; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=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. This item has been 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. 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. 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) Printed copies of this 10=1969, 2=1603. p 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 lb down and 213 lb up at 9-0-12, 174 lb down and 213 lb 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 143-4, 180 lb down and 213 lb up at 16-34, 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 22-34, and 184 lb down and 219lb up at 243-4, and 156 lb down and 213 lb up at On any electroniccopies. 11iC C is c 25-2-4 on top chord, and 345 lb down and 312 lb up at 7-0-0, 86 lb down and 34 lb up at 9-0-12. 86 lb down and 34 lb up at Velez PE No 11-0-12. 86 lb down and 34 lb up at 12-0-0, 86 Ib down and 341b up at 143-4, 861b down and 34 Ib up at 163-4, 87 lb down and 42 lb up at 18-3-4, 87 lb down and 42 lb up at 203-4. and 87 lb down and 42 lb up at 2234. and 88 lb down and 41 lb up at ' MITek'USA, Inc. FL Cart 6834. 24-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: October 21.2021 LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MffFJC REFERENCE PAGE Mg-7473 rev. 611J2020 BEFORE USE. �w Design valid far use only with MiT&O connectors. This design is based only upon parametersshoum, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated Is to prevent buddmg of individual truss web andlorchord members only. Additional temporary and permanent tracing M MOW Is always required for stability and to prevent collapse with possible personal injury and property danu cage. For general guidance regarding the R1Tel.' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWPII Quality Crilreda, D5B-B.9 and SCSI Suliding 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 T25713198 77689 GRF1 Half Hip Girder 1 1 Job Reference (optional) Chamber%Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:36 2021 Page 2 ID:pcN6P42xD1718nvCHKPCgz7n U0-sme2RSxBmleYBGQyKIG5J81to8H WDZaszsTn7gyRWmX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-9=-54, 10-16=-20 Concentrated Loads (lb) Vert: 4=-167(B)9=-138(B)14=-66(B)15=-943(B) 6=-110(B)12=-66(B)20=-110(S)21=A10(B) 22=-110(B)23=-110(B)26=-113(B)27=-113(B)28=-113(B) 29=-1 16(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 MIF7473 rev, 6/1812020 BEFORE USE. ov Design velld for use only with MiTek® connectors. This design Is based only upon parameters shn, and is for an individual building component, not IMF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addr6onaltemporary and permanent bracing 6 RI4'ef.• MVO 1 1C is always required for stability and to prevent 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 ANSYMH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety information available from Truss Plate Institute, 2570 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713199 77689 GIRL 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 12:22:38 2021 Page 1 ID; pcN 6P42xD I718nvC HKPClj z7n UO-oBlo rByOl MvG N eaKR71 ZOZN9tyvYhROgRAyuCiyR WmV 11-5-0 21-5-0 I 5.8-0 7.5-0 9-5-0 10.5.8 13-5-D 15-50 17 5-0 i 19-10 g-4 23-5-0 25.2.0 30-10-0 5.8-0 1-9-0 2-o-0 1-0-8 it -a 2-0-0 2-0-0 2-0-0 2-0-0 -", 1-0.6 1-9-0 5-8-0 �a 4x8 = 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 5-8-0 10.5-8 30 = 46 = 3x8 = 4x6 = 3x4 = Scale = 1:54A 48 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) OA7 29-31 >780 240 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. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-10-6 oc bracing. WEBS 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, 9-1 l=-1649/2385, 27 I 11-13=-1624/2416, 13-15=-1624/2415, 15-17=-164B/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, 6-6=-1528/2340. 8-10=-785/1194. 10-12=-785/1194, 12-14=-785/1194, 14-1 6=-785/1194, 16-1 8=-785/1194, 18-19=-785/1194, 19.21=-I499/2297, 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; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4,2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=31ft; eave=4ft; Cat. This item has been 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 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) All plates are 2x3 MT20 unless otherwise indicated. Printed COpleS Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 8) Refer to girder(s) for truss to truss connections, signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=tb) on an electronic copies. y p 1=2371,27=2602. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Joaquin Velez PE Ho.65162 MiTek USA,1nc..FL Cart 66U 6904 Parke.EastliNd. Tampa FL 83810 Date: October 21,2021 WARNING -Verify design pamnietem and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII.7473 rev, 571912D20 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 Dte applicability of design parameters and property Incorporate this design into the overa0 building design. Bracing Indicated Is to prevent buckling of individual truss web andfordiord members only. Additional temporary and permanent bracing M iTek° is always required for stability and to prevent collapse with possible personal Iniury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 T25713199 77689 GRL Common Girder 1 1 Job Reference (optional) Chambers,Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTeK Industries, Inc. Wed Oct 2U 12:22:38 2u21 Page 2 ID:pcN6P42xD1718nvCHKPCIjz?nU0-o81or8yOIMvGNaaKR71ZOZN9tyvYhRQ9RAyuCiyRWmV NOTES: 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)150 lb down and 296 lb tip at 5-8-0, 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 lb down and 95 lb up at 13-1-13, 58 lb down and 95 Ib up at 15-1-13, 58 lb down and 95 lb 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 designlselection 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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 -Verity design parsmetersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 511912020 BEFORE USE, Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web andlarchard members only. Additional tamporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ore fabrication, storage, delivery, erccton and bracing of trusses and truss systems, see A11SYMI Quafgy criteria, DSB-89 and BGSI Baf/rtlAg Companent 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713200 77689 GRM 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 12:22:39 2021 Page 1 ID:pcNBP42xDI7iBnvCHKPCljz?nUO-GLJA3Uz03g 17?j9X?rpowmvQ3MOgQ?DJggiRk9yRWmU 1 4-0 5-0-0 10-5-8 i 1 4 0 5-0.0 5-5-8 48 = Scale = 1:20.1 3x4 II 4 3x4 = 6x8 = 5-0-0 10-5-8 5.0.0 5-5-8 Plate Offsets (X,Y)— [3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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 0.26 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 49 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 a-6-9 oc bracing. REACTIONS. (size) 2=0-8-0, 5=0-5-B Max Horz 2=224(LC 8) Max Uplift 2=-862(LC 8). 5=-981(LC 5) Max Grav 2=620(LC 1), 5=663(LC 1) 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=-1133/757, 5-6=-1165r776 WEBS 3-6=-563/441, 3-5=-797/1202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3second 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 chard live load nonconcurrent with any other live leads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=862, 5=981. electronically signed and 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 sealed by Velez, Joaquin, PE 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 282lb using a Digital Signature. up at 5-0-0, and 48 lb 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 Printed copies Of this P 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). document are not Considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on an electronic copies. y p Uniform Loads (plf) Vert: 1-3=-54, 3-4= 54, 5 7=-20 Joaquin Velez PE No.66182 Concentrated Loads (lb) MiTek USA, Inc. FL Cart 6634, Vert: 3=-64(F) 6=-166(F)10=-60(F)12=-60(F)13=-48(F)14= 48(17) 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. s Design valid for use only wide MiTek® connectors. This design Is based only upon parameters sbrown, and Is for an Individual building component, not a truss system. Before use, the building designer must verffythe applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfordtord members only. Additional temporary and permanent hracing Pa '�®1.° Is always required for stability and to prevent collapseM with possible personal Injury end property damage. Far general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIIPH Quality Criteria, DSB-" and SM Building Component 59134 Parke East Blvd. safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, F1 36810 Jab Truss Truss Type Qty Ply REED T25713201 776B9 HA HALF HIP 1 1 Jab Reference (optional) Chamtters Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI tek Industries, Inc. Wed oct 2U 12:22:4U ZU21 rage i ID:pcN6P42xDi718nvCHKPCIjz7nUO-kXtZGq_egz9zcthZYKlT STHmj89NGSuUR7GbyRWmT 1 4-0 5-6-8 12-0.0 18-5-8 41�00 5-6.8 6-5-8 6.5-8 48 = 15 16 17 2x3 11 Scale = 1:33.2 3x8 = 18 19 5 3x5 = 2x3 II 3x10 = 46 II 5-6-8 12-0-0 18-5-8 5-0-8 6-5-8 6-5-8 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.22 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 6-7 >999 240 BCLL 0.0 Rep Stress Inor YES WB 0.77 Horz(CT) -0.03 6 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (size) 6=M-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=-1063/2747, 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 PLATES GRIP MT20 244/190 Weight: 89 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-12 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 5-6-8, Exterior(2R) 5-6-8 to 9-9-7, Interior(1) 9-9-7 to 183-12 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. 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=1b) 6=940, 2=976. 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. 6904 Parke EaatBlvd. 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@020 BEFORE USE, Design valid for use only with Mr reW connectors. This design is based only upon parameters shown, and is for an Individual building component, note a truss system. Before use, the building designer must verify the applimbility of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and peffnananl bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSIITP11 Quality criteria, DSB-89 and BGSI 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 T26713202 77689 HB HALF HIP 1 1 Job Reference (optional) .Chambers I cuss, Fort Pierce, FL - 34982, 8.431J s Aug I o zun mi I en mausmes, inc. vvea UcL Aa , L:44;4 r can rnye r ID:pcN6P42xD17iBnvCHKPC ljz7nUO-CjRxU 9—GbHHgE1 lv6FrGOB7gD9zZuuCb78BYpl yRWmS 1-0-0 7-6-8 13-0-0 i 18-5.8 r 1 4.0 7-6-8 5-5-8 5-5-8 4x10 = 3 15 3x5 2x3 11 7-6-8 13-0.0 18-0-8 7-6.8 5-5-8 5-5-8 Plate Offsets (X,Y)— [2:0-2-10,0-1-8], [3:0-6-8,0-1-12], [6:Edge,0-3-8] Scale = 1:33.0 4x5 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0A8 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 Mor YES WB 0.53 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS 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 purlins, BOT CHORD 2x4 SP M 30 except and verticals. WEBS 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=0w5-8, 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, 45=-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; Vuft=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 (directionao and C-C Exterior(2E) -14-0 to 1-8-0, Interior(1)1-8-0 to 7-6-8, Exterior(2R) 7-6-8 to 11-9-7, Interior(l) 11-9-7 to 18-0-12 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 bads. This Item has been 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 fAiTek USA, Inc. FL Cert 6634, $804 Parke East Blvd..Tampa FL,33610 .Date:. October 21,2021 WARNING -Verily design paren,eters and READ NOTES ON THIS AND INCLUDED MREKREFERENCE PAGE 14II-7473 rev. 511912020 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 miss system. Before use, the building designer must verify the applicability of design parameters and propely Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Indivldusl truss web andlordiard members only. Additional temporary and parmanent 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 buss systems, see ANSi/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 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 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:42 2021 ID:pcN6P42xDl718nvCHKPCljz?nUO-hw?JhV?vMbPhsBt5gzMVYPXsVZGFdFFIMow5LU i 4-0 5-0-8 9-6-8 1 13-10.4 18-5-8 W 44 = 14 15 Scale = 1:33.2 3x4 11 3x8 i 7x14 MT18HS = 6x8 = 18-5-8 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 ]nor YES Code FBC2020/TPl2O14 CS1. TC 0.82 BC 0.92 WB 0.93 Matrix -MS DEFL. in Vert(LL) 0.58 Vert(CT) -0.24 Horz(CT) -0.03 (loc) Vdefl Lid 8-11 >382 240 8-11 >909 240 7 n/a n/a PLATES MT20 MT18HS Weight: 99 lb GRIP 244/190 244/190 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 2-2-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-M, 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 2-0=-1115/2523, 3-4=-819/2097, 4-5=-677/1968 BOT CHORD 2-8=-2616/978, 7-8=-11821477 WEBS 3-8=-343f753,4-8=-690/226,5-8=-1203/336,5-7=-683/1655 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-16; Vuk=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, Intedor(1) 1-8-0 to 9-6-8, Exterior(21R) 9-6-8 to 13-104, Interior(1) 13-104 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) 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 20.0psf 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 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=949, 7=936. document are not considered signed and sealed and the signature must be Verified on any electronic copies. Joaquili Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEFC REFERENCE PAGE MII.7473 rev-5/19/2020 BEFORE USE, Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify die applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andlorchord members only. Additional temporary and pamiarrent bracing A A 1Tel.° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V R fabrication, storage, delivery, eredion and bracing of trusses and truss systems, see ANSHTPH QuafilyWterta, DSB-89 and BcW Budding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T26713204 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 ID: pcN6 P42xD171 BnvCHKPC ljz?n UO-96ZhvrOX7uXYTLS IEg u k5 c44Vzj U Mh IuaSgftwyRWmQ 6-0-8 11-6-B 18-5-8 1 4-0 6.0.8 5-6.0 6-11.0 a 4x10 = 15 16 3x4 11 17 5 2x3 II M= 3x4 = I 3x5 = 6x8 = 18-5-8 Scale = 1:3B.0 Plate Offsets (X,Y)— [4:0-7-0,0-2-0] LOADING (psi] SPACING- 2-0-0 CSI. DEFL. In floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.25 6-7 >875 240 MT20 244/190 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/TP12014 Matrix -MS Weight: 102 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 WEBS 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, 3-4=-705/1517 BOT CHORD 2-9=-2678/1044, 7-9=-2678/1044, 6-7=A499/591 WEBS 3-9=-707/231, 3-7=529/1383, 4-7=-1506/517, 4-6=-754/1921 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-2 oc bracing. 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=l70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=M; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2E)-14-0 to 1-8-0, Interior(1) 1-8-0 to 11-6-8, Exterior(21R) 11-6-8 to 15-9-7, Interior(l) 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. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uprift at joint(s) except at --lb) 2=931,6=920. 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, 6904 Parke East Blvd. Tampa FL 33810 Date: October 21,2021 �— ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED,MREK REFERENCE PAGE MII-7473 rev. 5119l2020 BEFORE USE. Design valid for use only Win MITokV connectors, This design Is based only upon parameters shown, and Is rot an Individual building component, not a truss system. Before use, the building designer mustverlfy die applicability of design parameters and property Incorporate Oils design into the overall building design. Bracing indicated is to prevent buckling of Individual buss web andkrchord 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 ANSUTP6t quality Crfferla, DSB-89 and BCSI Sullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20001 Tampa, FL 36610 Job Truss Truss Type Qty 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 ID:pcNGP42xDi71BnvCHKPC Ijz?nUo-dl636S 19uCFP5V 1 UoOPzdgdFON2T5Dh2p6PCPMyRWmP -1-4-0 , 7-0.8 13-6-8 18-5 8 1 4-0 7-0-8 6-8-0 4-17-0 4x8 = 3x4 11 Scale = 1:42.2 5 16 17 18 6 3x5 = 2x3 11 exo 3x5 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5.8. 5-7 REACTIONS. (size) 7=0-5-8, 2=0-8-0 t 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 2.4=-1088/2390, 4-5=-493/1037 BOT CHORD 2-10=-253B/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; Vuh=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 13-6-8, Exterior(2R) 13-6-8 to 17-9-7, Interior(l) 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 bads. 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 joints) except (jt=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.66.182- MiTek USA, Inc. FL Cert 6634 • 6994 Parke East Blvd. Tampa.FL 33610 Date: October 21,2021 ®WARNING - vy design edf g parameters and READ NOTES ON THIS AND INCLUDED MITFat REFERENCE PAGE MII-7473 reV.5t1912020 BEFORE USE. Design valid for use only with NTeW connectors. This design Is based only upon parameters shovv. and is for an individual building component, not �• a mess system. Before use, the building designer must verify the applicabi1hy of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web andferchord members only. Adddionai tamporary and pernanant tracing Mira k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For genital guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANS11TPf l quality CnTerta, DSB-M and BCS1 Bur7ding Component Tamp Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain H Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713206 77689 HV4 Valley 2 1 Job Reference (optional) *Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:46 2021 3-10.8 3x4 -�'- 3x4 II / Scale = 1:12.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl 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) 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 FBC20201TP12014 Matrix-P Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=4-0-0, 3=4-0-0 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 (Ib) or less except when shown. TOP CHORD 2-3=-142/282 Structural wood sheathing directly applied or 4-0-0 oc purlins, except and 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 chard 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 (jt=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.681182 MiTek USA, Mc. FL Cart 6634, , 6994 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ® WARNING - verily design parametersand READ NOTES ON THIS ANDINCLUDED MITFJC REFERENCE PAGE MII-7473 rev. 5/19/2a2t1 BEFORE USE. -- Design valid for use only with h ff" connectors. This design is based only upon parameters shorn, and is for an individual building compornmL not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate dris design into the overall building design. Bracing indicated is to prevent buckling of lndividual truss web andtorchord members only. Additional temporary and Permanent bracing M iTe k° Is always required for stabitlty and to prevent collapse with possible personal Inniury and property damage. For general guidance regarding the fabdcalion, storage, delivery, erection and bracing of lasses and truss systems, see ANSUfP11 Quathy Crflerla, DSB-89 and SCSI Sullding Component Safety information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, 61D 20601 6904 Parke East Blvd. 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 3x6 3x4 r- 5x8 MT18HS 11 3x4 11 Scale = 1:13.9 Plate Offsets (X,Y)— 12:0-3-0,0-0-7j, [3:0-M,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 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 FBC2020ITP12014 Matrix-R Weight: 20 lb FT = 200% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, 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=6-0-0, 4=6-0-0 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. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-178/346 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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) 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 for a live 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 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at ioint(s) except Qt=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. Joaquifi Velez PE No.68182 MiTek USA, hic..FL Cert 6834, 6904 Parke fast Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev, 511912020 BEFORE USE, mono Deslgn valid far use only w10t MfrokSl) connectors, This design Is based only upon parameters shown, and is for an intlMdual building component, not a truss system. Before use, the building designer must verity We applicability of design parameters and properly incorporate Utis design into the overall building design, Bracing indicated Is to prevent buckling of individual truss web andkrdtord members only. Additional temporary and permanent bracing MiTek' Is always requited for stability and to prevent collapse %fth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII QualifyWerfa, D.9B-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 waldotf, MD 20601 6904 Parke East Blvd. Tampa, FIL 36510 Job Truss Truss Type Qty Ply REED T25713208 77689 HV8 Valley 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:47 2021 Page 1 ID:pcN6P42xD171BnvCHKPCIjz?nU0-1 toCkD31 A71yym3TWygFSFkiaBFligUV4esChyRWmM 3-10.8 8-0-0 3-10-8 4-1-8 4x4 = 6.00 12 3x4 I I 3 Scale = 1:14.8 3x4 i�- 2x3 II 3x4 II r 8-0-0 Plate Offsets (X,Y)— [2:0-2-0,0-2-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d 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 FBC2020/TPI2014 Matrix-P 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 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 0o bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 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. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-244/474 NOTES- 1) Wind: ASCE 7-16; Vuk=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 (directionaq 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 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 20.0psf 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=126, 5=190, 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 Cart6634, 6804 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 2v.611912020 BEFORE USE, -- Design valid for use only wills MIT" connectors. This design is based only upon parameters shown, and is for an Individual building component, not �e a truss system. Befote use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlorchord members only. Additional temporary and permanent bracing M tTOk' Is always required for stability and to prevent wtlapsewith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 20501 Tampa, R. 36510 Job Truss Truss Type Qty Ply REED T25713209 77689 HV10 Valley 2 1 Jab Reference (optional) • Chambers Truss, Fort Pierce, FL - 34982, 3-10-8 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:45 2021 Page 1 ID:pcN 6P42xDl718nvCHKPCljz7nUO-5VgSKX2nfWnGJecgL5wCA190YnQ1 goJB2m9mycyRWmO Scale = 1:16.4 3x6 = 3x6 II 3x4 II 2 3, 7 8 4 6.00 12 1 Li 6 5 3x4 i 2x3 I 3x4 II 10-0-0 10.0.0 Plate Offsets (X,Y)— [2:0-3-0,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ydefl 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/TPI2014 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 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. Qb) -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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 & 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) electronically signed and 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; lrfC..FL Cert6634, 8904 Parka 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. 51192020 BEFORE USE. Design valid for use only vidi Id oM cwmoctors, This dosign Is based only upon parameters shown, and is tot an Individual building component, not �' a truss system. Before use, the building designer must verify lire applicability of dosign parameters and pro" incorporate Ihis design into the oynaA building design. Bracing indicated is to prevent buckling of individual truss web andkr chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse tvith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssysiems, see ANSNIPH Quality Criteria, 0S6-89 and BCS1 Building Component Safety Mfarmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 WBWaf, h1D 20601 6904 Parke East Blvd. Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713210 77689 HVE Valley 1 1 ' Job Reference (options[) Chambera Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12;22:48 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz7nU0-V4MayZ4fxR9ra6LF1 ETvognrf_QI1 BN dkkNQY7yRWmL 3-10.8 12-0-0 3-10-8 8-1-B 3x6 = 2x3 11 3 Scale = 1:19.7 3x4 II 4 6 5 3x4 24 II 3x4 II Plate Offsets (X,Y)— 12:0-3-0,0 2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) n/a n/a 999 MT20 244/190 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 FBC2020ITP12014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 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 (Ib) or less except when shown. WEBS 3-6=-347/625 NOTES. 1) Wind: ASCE 7-16; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=41t; 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, Intedor(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 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 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 (it --lb) This item has been 5=164, 6=364. 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. Joaquifi Velez PE 14.68182, MiTek USA, lrfciFL Cart 6634 6904. Parke East Blvd. Tampa FL 33610 Data,. October 21,2021 ®WARNING - Vedfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 rev.5/19l2020 BEFORE USE. Design valid for use only AM Mrrek® connectors, This design is based any, upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this desgn into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andforchard members only. Additional temporary and permanent bracing Is for MiTek' always required 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 ANSUM11 Quality Cri eda, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36010 Job Truss Truss Type Qty Ply REED T25713211 77689 J1 Jack -Open 18 1 r Jab Reference (optional) 'Chambers Truss, Fort Pierce, FL - 34982, 8.430 a Aug 16 2021 MI I eK Industries, Inc. VVed Oe[ 2U 12:22R9 2U21 vage 1 ID:pcN6P42xDl71BnvCHKPCf z7nUO-zGwygu5llkHIBGvSex78KtK8KOswmdXnzO7z5ayRWmK -1-4-0 1-0.0 1-4.0 1-0-0 Scale = 1:7.8 LOADING (psq SPACING- 2-0-0 cSl. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.00 7 >999 360 MT20 2441190 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/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (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 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vutt=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; 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 bads. 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 Qt=1b) 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 4o.68182• MiTek USA, lnc. FL Cert 8634 00'4 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 MrrekV connectors. This design Is based only upon parameters shwvn, and Is for an Individual building component, not a truss system. Before use, the building designer must verify tire applicability of design parameters and property incorporate this design into Ore overaIt building design. Bracing indicated is to prevent buckling of Individual truss web andtarchord members only. Additional temporary and permanentbradng MiTek' Is always required for stability and to prevent collapse with possible personal iNury and property damage. For goneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUM11 QuaRtr Criteria, DSS-W and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 21370 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713212 77689 J3 Jack -Open 18 1 4 Job Reference (optional) Chamber$ 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:pcN 6P42xD1718n vCH KPC Ijz7n UO-zGwy9u 51ikH IBGvSax78KtKBKOnFm dXnzO7z5ayR W mK 1 4-0 3-0-0 1-4-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deO L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.02 4-7 >999 240 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 FBC2020frP12014 Matrix -MP 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=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. Scale = 1:12.8 PLATES GRIP MT20 2441190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psfi BCDL=3.Opsf; h=19ft; 13=45ft; L=24ft; save=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 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 bads. 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) 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 011=1b) 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.66182 MiTek USA, Inc. FL Cart 6634, , 6904 Parks East Blvd. Tampa.FL 33610 Date'. October 21,2021 Alk WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEt(REFERENCE PAGE MII.7473 rev, 5119/2020 BEFORE USE. Design valid for use only With MiTek® connectors, This design Is based only upon parameters shorn, and is for an Individual building component. 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 buddrig of individual truss web and/or chord members only. Additional temporary and permanent bmdng MOW 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 susses and truss systems, see ANSI?P71 Quality Crllerla, DSB-W and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20501 Tampa, FIL 36610 Job Truss Truss Type Qty 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:pcNGP42xDl7iBnvCHKPCljY?nUMSULNE5wT2PZpQUeBeWNtStLOo1 rV4nwB2sWdOyRWmJ 5.0.0 I 1-0-0 5.0.0 Scale = 1:17.6 3x4 = 5-0-0 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 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 FBC2020/TPI2014 Matrix -MP Wind(LL) 0.07 4-7 >790 240 Weight; 18 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. 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. NOTES- 1) Wind: ASCE 7-16; VuIt=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 Extedor(2E) -1-4-0 to 1-8-0, Interior(1)1-8-0to 4-11-4zone;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 bads. 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) 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) 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. Joaquift1elez PE No.68182' MITek USA,dnc.:FL Cert6834, 8904 Parke East Blvd. Tampa FL 3366 Date: October 21,2021 ® WARNING -vedfy 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 MrreM connectors, This design is based only upon parameters shorn, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckfng of individual truss web andforchanl members only. Additional temporary and permanent tracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing oftmsses and truss systems, see ANSVTPN quality Crfterta, OSB-89 and BCS1 Bugrttng Component 69D4 Parke East Blvd. Safety trdomration available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Jab Truss Truss Type Qty Ply REED T25713214 77689 J5B Jack -Open 6 1 ' Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI Fek Industries, Inc. Wed Oct 2D 12:22:51 2021 Page 1 ID:pcN6P42xDi718nvCHKPCijz7n UO-we2jaa6YELXQRZ3giM 1 cOIPROBOUEX04Qio49SyRWm I 5-8-0 5.8-0 Scale = 1:19A M-0 Plate Offsets_(X,Y)— [2:0-0-12,Edge], [2:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 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/TP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-8-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.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=268(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. 11; 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 5-74 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=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 6634 . 6804 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5/19/2020 BEFORE USE. -- Design valld for use only with MITek® connectors. This design is based only upon parameters shmun, and is for an Indivtdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is toproved buckling atlndiVdualtruss web andlorchordmembers only. Additional temporary and pemtenentbracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus systems, see ANSUTP11 QuaBry Criteria, DSB-89 and BCSI Building C tnpaoenf 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T26713216 77689 J5C JACK -OPEN 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug I b zuzl MI I eK inoustnes, Inc. Wee LICE LU 1 L:LL:SL LULI rage i ID:pcN 6 P42xD1718n vCH KPCljz?nU 0-Orb5ow7A?ffH2]eOG3YryW yeEbpDz_GDfM LdivyR WmH -1-4-0 5.8-0 1-4-0 5.8-0 Scale = 1:19.6 3x4 = 5.8-0 5.8-0 Plate Offsets (X,Y)— [2:0-2-O,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 4-7 >905 240 BOLL 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 Wind(LL) 0.10 4-7 >650 240 Weight: 20 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD 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=-1 O(LC 12) Max Grav 3=149(LC 17), 2=288(LC 1), 4=101(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-8-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 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) -14-0 to 1-8-0, Interior(1) 1-8-0 to 5-74 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 toad 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) 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=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 406182 MiTgk USA, Inc. FL Cert8834, 8804 Parke EastBlvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAIIE MII-7473 rev, 5/171/2020 BEFORE USE, -- Design valid for use only with MITek9 conneclws, Ibis design Is based only upon parameters shove, 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 bucklhiq of Individual truss web andkrchard members only. Additional temporary and permanent bracing M iTe k° Is always required for stability and to prevent collapse with possible personal inpay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and kuss systems. see ANSfffPH Quality Criteria, DS8-a9 and BCSJ Wading Cbmpoaent 6904. Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Higirway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36510 Job Truss Truss Type Qty Ply REED T25713216 77689 J5D JACK -OPEN 4 1 ' Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:52 2021 Page 1 ID:pcN6P42xDi718nvCHKPCljz7nUO-Orb5ow7A7ffH2je0G3YryWyblbn2z GDfMLdivyRWmH 5-0-0 Scale = 1:18.6 SUPPORT REQUIRED 5-0-0 5-8-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.27 3-6 >246 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 3-6 >868 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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. 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; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 8, 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) 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 No.68182 MITek USA, Inc. FL Cart 634, 6904 Parke East Blvd. Tampa FL 33610 'Date: October 21,2021 tg parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev, 5119/2020 BEFORE USE, AL WARNING -verily design Design valid for use only with Urr& O connectors. This design is based only upon parameters shown, and Is far an individual building component, not �^ a truss system. Before use, the building designer must verify the applicability or design parameters and property incorporate this design into the overag building design. Bracing indicated is to prevent buckling of Individual truss web andicrchord members only. Additonaltemporary and permanent bracing MiT®k` Is always required for stability and to prevent collapse alth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU►pi1 Quality Crlferia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate lnsttute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type City Ply REED T25713217 77689 J5DD JACK -CLOSED 2 1 Jab Reference (optional) Ghamber„ Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:22:53 2021 Page 1 ID:pcN6P42xD1718nvCHKPC Ijz?nUO-s19T?GBomzo7gtDDpn34VjVnA77WiRW MuO5BELyRWmG 3x4 II 2 SUPPORT 3x5 11 REQUIRED 5-8-0 5-8-9 Scale = 1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.26 3-6 >256 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.07 3-6 >906 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BOT CHORD 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=-1861446 Structural wood sheathing directly applied or 5-8-0 oc purling, 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) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 5-6.4 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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 considered signed and sealed and the signature must be verified on any electronic copies. Jo aquiri Velez PE N6.68182 MiTak'USA, Inc. FLCert6634, 6904 Parke East Blvd. Tampa FL 33610 'Date., October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED fAITEK REFERENCE PAGE MII-7473 rev. 6119Q020 BEFORE USE. Design valid for use only with Mrrek* connectors, This design Is based only upon paramaiers sham, and is fur an Individual building corrWienL ndi �' 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 bucking of individual truss web andfor chord members only. Additional temporary and permaneffi bracing A A I@I.°R Is always required for stability and to prevent collapse tvith passible personal Itn)ury and property damage. For general guidance regarding the MVO 1 fabrication, storage, delivery. erection and bracing of trusses and buss systems, see ANSWIPit Quafily Criteria, DSB-89 and BCS1 Bu9din g Component 6904 Parke East Blvd. Safety information available Timm Truss Plate tnsblufe, 2670 gain Highway. Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713218 77689 J5G JACK -OPEN 4 1 ' Job Reference (optional) Chambevs Truss, Fort Pierce, FL - 34982, 8.43u s Aug to zurt Nn I eK mausines, roc. vveo uct zu nz:zz:o4 zuzi rage i ID:pcN6P42xD1718nvCHKPCljz7nUO-KDirCc9QXGw_l1 oPNUaJ1 xl—SPSBRumW6ggkmnyRWmF 5.0-0 , Scale=1:17.0 ADEQUATE SUPPORT REQUIRED 5.0.0 Plate Offsets (X,Y)— [1:0-0-12,0-0-21, [1:0-1-0,0-8-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.18 3-6 >333 240 MT20 244/190 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 FBC2020/TPI2014 Matrix -MP Weight: 17 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. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=Mechanical Max Harz 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. NOTES- 1) Wind: ASCE 7-16; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; 8=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 4-11.4 zone; porch left and right exposed;C-C for members and forces 8 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-M 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) 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 MiTak USA, Inc; FLCert 6634 69D4 Parke EastBlyd. Tampa -FL 33810 Data: October 21,2021 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEk REFERENCE PAGE MII.7473 rev, 511912829 BEFORE USE, �o , Design valid for use onlywtlh MiTekV connuotors. This design is based only upon parameters shown, and is for an ttdrvidual building component, not a truss system. Before use, the building designer must verify the appi cability of design parameters and property incorporate this design into the overas bulldingdesign. Bracing indicataft to prevent buckling of individual truss web andAa chord members only. AddlBonaltamporary and pennanentbracing M��'®k' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabdcotion, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and 8C818uMAU Component 6904 Pedce East Blvd. Safety Information available from Tuns Plate Institute, 2670 Crain Highway, Sulta 203 Waidaf, MD 20601 Tampa, FL Milt Job Truss Truss Type aty Ply REED T2571321g 77689 J5P JACK -OPEN 15 1 ' Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 5.43u s Aug 1ti zuzi MI I eK mcustnes, Inc. vvec uct zu iz:zz:ba zuzi rage i ID:pcN6P42xDI718nvCHKPCIjz7nUO-KD]rCc90XGw I1oPNUeJlx1_nPTYRumW6ggkmnyRWmF 1v1-0 5-0.0 1.4-0 Scale=1:17.8 5-0-0 Plate Offsets (X,Y)— [2:0-2-9,0-1-8], [2:0-0-4,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl 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 FBC2020ITP12014 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 Do bracing. 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuft=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) -14-0 to 1-8-0, 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 I 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 (it=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.64182 MiTek USA, hie. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Vedf dasl n y g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rLw.6/1e/202D BEFORE USE. �a Design varid for use only with AfiTeM connectors. This design is based only upon parameters shwArn. and is for an individual building componwL not �• a truss system. Before use, the building designer must ver7y the applicability of design parameters and properly incorporate dris design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andlorchord members only. Additional temporary and permanent bracing M iTe k° is always required for stablifty, and to prevent 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 PN quality Criteria, DSB-89 and Best Building Component 69D4 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713220 77689 J7 Jack -Open 13 i Job Reference (optional) 'Chamberre Truss, Fort Pierce, FL - 34982, 8.43U S Aug i8 ZUZi MI I eK Inausines, Inc. Wed uci zu iz:ez:oo zuzl rage i ID:pcN6P42xDi7iBnvCHKPCIjz?nUO-oQHEQy92la2rvBNbxC5Ya8a4OpoVALOfLKaH IDyRWmE 1-0-0 7-M Scale = 1:23.0 7-0.0 7-D-0 Plate Offsets (X,Y)— [2:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.08 4-7 >999 360 MT20 2441190 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 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.22 4-7 >386 240 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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 Grav 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, 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 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer I 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-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 (lt=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. JoaquifiVelez ,PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. TampaFL 33610 .Date,. October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII-7473 rev-511912020 BEFORE USE. —Mr Design valid ror use only with MrfekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Otis design into the overact building design. Bracing indicated is to prevent budtfenq of Individual truss web andforchord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, see ANS11TPI1 QuahV Crrlerfa, DSB-89 and BCSt 80ding Component 6904 Parke East Blvd. Safety information available from Truss Plate institut% 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713221 77689 J7A Jack -Open 5 1 - Jab Reference (options]) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MfTek Industries, Inc. Wed Oct 20 12:22:56 2021 Page 1 ID:pcN6P42xDl7l8nvCHKPCljz7nU0-GcrcdlAh3uAIXLyoVvdn7M7FQCB1voGpa JrrgyRWmD 7-0-0 7.0-0 3x5 = 7-0-0 7.0 0 Scale = 1:22.9 Plate Offsets (X,Y)— [1:0-6-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 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 WS 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -MP Wind(LL) 024 3-6 >354 240 Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=M-0, 2=Mechanical, 3=Mechanical Max Holz 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. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3,Opsf; h=19ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0.0 to 3-0-0. Interior(1) 3-0-0 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) 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, lnc. FL 6rt 6634, 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 6/19@020 BEFORE USE. -- Design valid for use only vAth MTeW connectors. This design is based only upon parameters shown, 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 budding ofindividual truss web andlordrordmembers 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 fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlt Quality CHlerta, DSB-89 and BCS/ Building Component Safety lnformallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parke East Blvd, Tampa, FL 3661D Job Truss Truss Type Qty Ply REED T26713222 77689 KJ5 DIAGONAL HIP GIRDER 5 1 ' Job Reference (optional) ChambereTruss, Fort Pierce, FL - 34982, 8.430 s Aug 1 d ZU11 mi I eK industries, Inc. 1Ne0 Uct Lu 1 z:zz:b t zuzi rage 1 ID:pcN6P42xDi718nvCHKPCljz7nUO-koP_reBJgBIZ9UX 2d8otZfamcZJeDNyoe3DN6yRWmC 1-10-10 0 3-8-10 7-0-2 1.1-10 3-8-10 3-3.8 Scale = 1:17.3 d, N N 3.8-10 1 7-0-2 3-8-10 13-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 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 FBC2020/TP12014 Matrix -MP 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 purlins, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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: VuH=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 20.0psf 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) 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 1-6-1, 119 lb down and 59 lb up at 1-6-1, and 43 Ib down and 97 lb up at 44-0, and 43 lb down and 97 lb up at 4-4-0 on top chord, and 117 lb down and 35 lb up at 1-6-1, 117 lb down and 35 lb up at 1-6-1, and 18lb down and 5 lb up at 44-0, 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. 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: 14=-54, 5-6=-20 Concentrated Loads (lb) Vert: 11=117(F=58, B=58)14=-10(F=S, B=-6) 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;1nc. FL Cart 6834 6904 Parks,East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verify design g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 5119l20206EFORE USE, Design valid for use only with WeW connectors, This design is based only upon parameters Mown, 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 incorymmto this design into Om overall building design, Bracing indicated late prevent buckling of individual truss web andforehord mambas only. Additional temporary and pamnanant bracing /� MllT e k- 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 taus systems, see ANSUfPH QuaNgr Criteda, OSB-99 and BGSt Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suh 203 waidatf, MD 2001 6904 Parise East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713223 77689 KJ7 Diagonal Hip Girder 3 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:58 2021 Page 1 I D:pcN 6 P42XDi718n vCH KPC Ijz7n UO-D7zM2zCxbVQQm e5AcKf FCn CjxOtBN dV61 IoyvYyRW mB 5-1.9 1 9-10-1 3x4 = Scale=1:22.1 I� A 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) 11defl 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 FBC20201TP12014 Matrix -MS Weight: 42 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 9-1 -1 oc bracing. 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 Gram 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=-7121563 BOT CHORD 2-7=-638/679, 6-7=-638/679 WEBS 3-7=-111/281, 3.6=-737/693 NOTES- 1) 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); 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=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 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 44-0, and 164 lb down and electronically signed and 164 lb up at 7-1-15, and 164 lb down and 164 lb up at 7-1-15 on lop chord, and 52 lb down and 37 lb up at 1-6-1. 52 lb down and sealed by Velez, Joaquin, PE 37lb up at 1-6-1, 18 lb down and 66 lb up at 44-0, 18 lb down and 661b up at 4-4-0, and 45 lb'down and 20 lb up at 7-1-15, and using a Digital Signature. 45 lb down and 20 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of 10S Of this Printed copies P 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on an electronic copies. y p Uniform Loads (plf) Vert:14=S4, 5-8=20 Joaquin Vefez'PE No.68182 Concentrated Loads (lb) MiTek USA, liicrFL- Cart 6634 Vert: 11 =1 17(F=58, B=58)13=-8117=40, 6=40)15=-10(F=-5, B=-5)16=-56(F-28, B=-28) 6904 Parko East Blvd. Tampa FL 33610 Date: October 21,2021 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFX REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. -- valid for use only vAOr MITeW connectors, This design is based only upon parameters shvAn, and is for an Individual building component, not Bel' a truss system. Before use, the building designer must verify ere applicability of design parameters and property incorporate rids design into the overall building design. Bracing Indicated is to prevent bucking of individual truss web andfordmrd members only. Additional temporary and permanent bracing R /l'1'�k' 1 V 1 1 Is always required for stability and to prevent collapse vMh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PIl Quality criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2M Crain Higirway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713224 77689 KJL DIAGONAL HIP GIRDER 1 1 0 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:22:59 2021 Page 1 ID:pcN6P42xD17iBnvCHKPCIjz?nUO- tBWkGJCZMpYHOogNA1AUk_kvvQE16BgFGxYVR?yRWmA Scale = 1:1 BA i 4-2-4 4-2-4 I 7-11-7 3.9.3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-7 >999 240 MT20 2441190 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 FBC2020/TPI2014 Matrix -MP Weight: 35 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 8-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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; save=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 20.0psf 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 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 4-4-0, 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 using a Digital Signature. lb down and 85 lb up at 7-1-15 on bottom chord. The designlselection of such connection devices) is the responsibility of others. C Printed OpIBS Of this 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signature must be verified Uniform Loads (plf) Vert: 14=54, 5-8=20 on any electronic copies. Concentrated Loads (Ib) Jdaquiri Velez PE No.68182 Vert: 7=100E=-5, B=-5)11=117(F=58, B=58)12-108(F=-52, B=56)14=-89(F=-42, B=47) rAiTek USA; Inc. FL Cert 8634. , 6964 Parke.EashBlvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE MII-7473 rev-5119/2020 BEFORE USE, Design valid for use only with MITek4D connectors. This design is based only upon parameters shown, and Is for an Individual Wilding component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andiarchord members only. Additional temporary and permanent bracing M iTe k° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see AMS111 PH quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26M Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713225 77689 L COMMON 2 1 Job Reference (optional) Charribe's Truss, Fort Pierce, FL - 34982, 6.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:012021 Page 1 ID:pcN6P42xD17iBnvCHKPCIjz7nU0-daeVg7EptQo7e6glHSCypPg6VDINasBYjF1 cWtyRWm8 B-2-15 155-0 22-7-1 30-10-0 8-2.15 7-2-1 7-2-1 8-2-15 5x6 = 6.00 12 Scale =1:54A n 0 21 10 22 9 6 7 23 6 24 4x8 = 2x3 II 3x6 = 48 = 3x6 = 2x3 11 4x8 = 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 0.77 BC 0.94 WB 0.85 Matrix -MS DEFL. in Vert(LL) 0.61 Vert(CT) -0.25 Horz(CT) -0.12 (loc) (Udell L/d 6-16 >610 240 6-16 >999 240 5 n/a n/a PLATES MT20 MT18HS Weight: 144 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Excepe 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=-417311764 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; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45ft; L=31ft: eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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(l) 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.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) 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 Qt=lb) Printed copies Of this p 1=1458, 5=1458. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 4o.68182. MiTek USA, InC..FL Cert 8634, 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 h111.7479 rev, 5119/2020 BEFORE USE, Design valid for use only with Mrfok9 connectors, This 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 die applicability of design parameters and properly Incorporate this design into the overall bullding design. Bracing indicated to to prevent buckling of Individual truss web andtarchord members only. Additional temparary and permanent bmdrng M!Te k° Is always required for stability and to prevent collapse with possible personal Injury and preperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS11TPH Quality Criteria, OS849 and BCS! BuMnig, component Safety Information available from Truss Plate Institute, 2670 Cratn Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713226 77689 L1 FLAT 1 1 Job Reference (optional) Chambeit Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:01 2021 Page 1 ID;pcN6P42xDi7ianvCHKPCIJz?nUO-daeVg?EptQo?e6q[HSCypPgBYDu3azrYJF1 cWtyRWm8 5.10-4 11-M 5-10-4 5-10-4 5x6 = 3x6 II 5x6 = 1 7 A 2 4 10 3 4x6 I I 3x8 = Scale = 1:36.1 5-10-4 I l _" 11 ,0.8 5-10-4 5-9-12 0- -8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl L/d 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 C.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 FBC2020ITP12014 Matrix -MS Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 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-M, 4=0-6-0 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 (lb) or less except when shown. TOP CHORD 1-6=-366/1320, 1-2=-239/929, 2-3=-239/929, 34=-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 Corner(3) 0-2-12 to 3-11-9. Exterior(2) 3-11-9 to 7-8-15, Corner(3) 7-8-16 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 chard 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 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. Josquifi Velez PE No.68182 MiTek USA, lric: FL• Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data:. October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M117473 rev.5/192020 BEFORE USE. -- Design valid far use only wi0t WT" connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify die applieaWay of design parameters and pro" Incorporate tlirs design We the overall bulldingdeslgn. Bracing Indicated Is to prevent buckiingofIndividual truss web and!erchordmembers only. Additional temporary and permanentbtedng 'y'�T®k° Is always required for stability and to prevent col apse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality CNfertA DSB-99 and SCSI Building Component 6984 Parke East Blvd. Safety Irrionnation available from Truss Plate Institute, 26M Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713227 776B9 L2 FLAT 1 1 Jab Reference (optional) Chambeig Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:02 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nUO-SmCtuLFRekwsFGPxrAjBMdMMSdDFJ PRhyvm92JyRWm7 5-10.4 11-8-8 5-10.4 5-10-4 5x6 = US I I 5x6 = Scale = 1:41.0 4x6 II 3x8 = 46 II LOADING (psf) TCLL 20.0 TCDL 7.0 SCLL 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 0.50 BC 0.39 WB 0.47 Matrix -MS DEFL. in (loc) Vdefl L/d 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 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 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=482(LC 2), 4=482(LC 2) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-11781339, 2-5=-348/970, 35=-1178/339 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-2-12 to 3-11-9, Exterior(2) 3-11-9 to 7-8-15, Corner(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 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.68182 MiTek USA, Itic. FL Cert 6634. 6904 Parke fast Blvd. Tampa FL 33610. .Date.., October 21,2021 WARNING - Vern dell n y g parameters and READ NOTES ON THIS AND INCLUDED RlITEI! REFERENCE PAGE MII.7473 rev, 5/1912020 BEFORE USE. !� Design valid for use only with MiTek® connectors, This design Is based only upon parameters slruum, and is for an Individual building component, hot a truss system, Before use, the building designer must verify the applicability of design parameters and incorporate this design into the overall a building design. Bracing Indicated istn�� preventllapsenngof temporaryandingtranentbracing M!Tek' R Is always required for stability and to osiiblepbusswebandfarchoMmedamae. F rgeneal ty prevent collapse with passible personal inf ury and properly damage. For general guidance regercling the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIP11 Quality Criteria, DS8.89 and BCSt Bulldrng Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2970 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713228 77689 e M HALF HIP 1 1 Job Reference (optional) Chambels Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:03 2021 Page 1 ID:pcN6P42xD17iBnvCHKPCljz7nUO-ZymF5hG4P12jtP_8PtFQvgvU61 VY2s6rBZWiamyRWm6 -il 4 0 4-0 1 7-0.0 10-8-0 7-0-0 3-8-0 5x10 = 12 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.38 6-9 >334 240 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 FBC2020/TPI2014 Matrix -MS 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=M-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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-427/1067 BOTCHORD 2-6=-11491315,5-6=-1191/322 WEBS 3-6=-1037/273, 3-5=-457/1697 3x4 II Scale:l/2"=1' PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-1-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19it; 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 7-0-0, Exterior(2E) 7-0-0 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. 6) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 at=lb) 2=587, 5=526. 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. Joaquiri Velez PE No.68182 idiTek USA, Inc. FL Cart 6634 , 6604 Parke East Blvd. Tampa FL 33810 Date: October 21,2021 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M117473 rev. 5119/2020 BEFORE USE. Design valid for use only with MffokO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a tmss system. Before use, the buiding designer must verily the applicability of design parameters and property incorporate this design into the uvcall building design. Bracing Indicated Is to prevent bucking of individual truss web andlorchard 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 busses and truss systems, see ANSf?PH Qualify Criteria, DSB-99 and BCSI Building Component 69D4 Parke East Blvd. SafetyInformadon avallable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, F1 36610 Job Truss Truss Type aty Ply REED T25713229 77689 M2 MONOPITCH 18 1 Job Reference (optional) Chambers"Truss, Fart Pierce, FL - 34982, -1-4.0 a 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:04 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nUO-19KdJ1 GIALAaVZZKzbmfR2ShORtanIJ_PDFG7CyRWmS 6.44 1 12-5-8 3x4 II 4 3x5 = - 2x3 II 6x8 = Scale = 1:37.4 LOADING (pso 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 0.54 BC 0.46 WB 0.57 Matrix -MS DEFL. in Vert(LL) 0.18 Vert(CT) -0.07 Horz(CT) -0.02 (loc) I/defl L/d 6-9 >81.9 240 6-9 >999 240 5 nla 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 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-11 oc bracing. REACTIONS. (size) 2=0.8-0, 5=0-5-8 Max Harz 2=455(LC 12) Max Uplift 2=-61D(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, 35=-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 (jt=1b) 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.66182 MiTek USA, Inc: FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE MI1-7473 rev.571912010 BEFORE USE. Design valid for use only with MITaW connectors. This design is based only upon parameters shorn, 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 iTeic' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding tine fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANs11TPl1 QaalityCrfferta, DSB-89and BCSiSWIding Component 6966 Parke East Blvd. Safety Information available from Truss Plate btstitute, 28r0 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713230 77689 M3 MONOPITCH 35 1 I Job Reference (optional) Chamber; Truss, Fort Pierce, FL - 34982, 8.430 s Aug 15 2021 MI I eK industries, Inc. Wed Oct 2U 12:23:Ub 2UZ1 rage 1 ID: pcN 6 P42xDi7i8nvCHKP Cflz?n U O-VLu O W N H Kxfl Q6j8W W I Hu_F_u 6gFyW m17et?pfeyRW m4 1 4-0 544 10-6-8 1 4-0 5-4-4 5-1-4 3x4 II 4 3x4 = 2x3 II 6x8 = 10-5-8 Scale = 1:32.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.10 6-9 >999 240 MT20 2441190 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 WS 0.50 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 54 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 5-7-15 oc bracing. REACTIONS. (size) 2=0.84), 5=0-M 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; Vuh=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., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 20.0psf 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=1b) 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 -tdiTek USA, Inc. -FL Cort6634 6804 Parke East Blvd. Tampa FL 33610 ' Dats: October 21,2021 WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev.6/192020 BEFORE USE. -- Design valld for use only with UffeW connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify die applicability, of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss Web andlardrord mernbera only. Additional temporary and permanent bracing iwiTek' Is always required for stability and to prevent collapse %ft possible personal [duty and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PH QuaNty Criteria, DSB-89 and BCSI Burfdrng Component Safety information available from Truss Plate Institute, 26M Crain Highway, Sui[e 203 Waldorf, MD 206011 6904 Parke East Blvd. Tampa, FIL 36610 Jab Truss Truss Type Qty Ply REED T25713231 77689 M4A HALF HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:06 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nU0_XSOkilyiyQHktJj4?o7WTX mEcSFCDHtXkNB5yRWm3 , -1 4A , 5.4.4 , M-0 , 10-5-8 , r 1 4 0 54.4 3-7-12 1-5-8 5x8 MT18HS i 4x5 = Scale = 1:29.9 azw 3x4 = 3x6 II 544 10-5.8 5-4-4 5.1-4 Plate Offsets (X,Y)— [2:0-0.4,Edge], [4:0-4-7,0-2-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in ([cc) 1/defl L/d 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/TP12014 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 cc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-8 cc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (size) 6=05-8, 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, 3-4=-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 7-16; Vuh=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) -14-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0. Exterior(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 I 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. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and 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 Qt=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.68182 MiTek USA, Inc. FL Cert 8634, 6904 Parke East Blvd. Tampa FL 338f d Date: October 21,2021 WARNING - Verity design parameters antl READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev, 5/19/2020 BEFORE USE, Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is loran 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 M 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 ANSI?pN Quality Criteria, DSB-89 and SCSI Building Component 69134 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldad, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713232 77689 M4B HALF HIP 2 1 Job Reference (optional) Chamber;; Truss, Fart Pierce, FL - 34982, 6.430 s Aug I e tun ivn i eK mousmes, inc. wee uct zu i z:z3:u r zun rage i ID:pcN6P42xD1718nvCHKPCljz?nU0-Sj?mx2JaTGYBM 1 IvejJM3g4Baewd_gdQ6BUw!XyRWm2 1 4-0 7-0-0 10-5-8 7.0.0 3-5-8 3x5 = 5x6 = 3 12 4.9-13 10-5-8 4-9.13 5.7-11 3x4 11 Scale = 1:23.7 LOADING (psJ SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d 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 FBC2020ITP12014 Matrix -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, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-5 cc bracing. 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. (lb) -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, 5-6=-867/261 WEBS 3-6=-1169/301, 3-5=-374/1216 NOTES. 1) Wind: ASCE 7-16; Vuh=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, Intedor(1) 1-8-0 to 7-0-0, 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) electronically signed and 2=576, 5=517. 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 MIT& USA, Inc. FL Cert 6634, 6904 Parke East Blvd. Tampa.Ft. 33610 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 6/19/2020 BEFORE USE. -- Design valid for use only with Mrrektd connectors. This design is based only upon parameters shown. and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bracing Indicated Is to prevent buck" of Individual truss web androrchordmembeisonly. 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 oftrusses and thus systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety h7fa matron available from Truss Plate his6sRe, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, F1 36510 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 Oct 20 12:23:07 2021 Page 1 ID: pcN 6P42xDi 7i8 nvCHKPC Ijz?n U MJ?mx2JaTGYBM 1 IvejJM3g4 CVewq_h GQ6B UwjXyR W m2 1 4-0 6.5-8 1 4-0 6-5.8 3x4 5- --V 3xs II Scale = 1:22.2 Plate Offsets (X,Y)— 12:0-2-10,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TOLL 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 FBC2020RP12014 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=M-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 35=-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) -14-0 to 1-8-0, Interior(1) "-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 i 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) 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 IdiTek USA, Inc. FL Cart 8634, 8904 Parke fast Blvd. Tampa FL 33610 Date: October 21,2021 AL WARNING - Verity design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119r1020 BEFORE USE, • Design valid for use only with MIT&D connectors, This design is based only upon parametersshaven, and is Van Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate ties design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web andforchard members onfy. Additional temporary and permanent baring MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS[IrPil Quality Gillette, DSB-B9 and BGSI Building Component 69g4 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 26M Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T26713234 77689 M7 MONOPITCH 1 1 Job Reference (optional) Chambers` Truss, Fort Pierce, FL - 34982, 8.430 is Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:08 2021 Page 1 ID:pcN6P42xDi71BnvCHKPC Ijz?nUO-wwZBBOJCEag?zBsSCQgbcucM22FzIBGaKrDTGzyRWm1 65-8 3x4 5- 4x5 = 3 3x6 11 Scale = 1:22.1 3-6-3 6-5.8 3-6-3 2.11-5 — Plate Offsets (X,Y)— [1:0-1-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 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 FBC2020/TP12014 Matrix -MP Wind(LL) 0.07 4-7 >999 240 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 purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. REACTIONS. (size) 1=0-8-0, 3=0-5-8 Max Horz 1=200(LC 12) Max Uplift 1=-247(LC 12), 3=-350(LC 12) Max Grav 1=234(LC 1), 3=234(LC 1) . FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=-268/689, 2-3=-2481838 BOT CHORD 1-4=-755/168 WEBS 2-4=-1116/248 NOTES- 1) Wind: ASCE 7A6; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 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 speck 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=lb) This item has been 1=247, 3=350. 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, Itic. FL Cert 6634 004 Parke East Blvd. Tampa FL 33610 Data: October 21,2021 A WARNING -Vedfy design parameters and REM NOTES ON THIS AND INCLUDED MITFJC REFERENCE PAGE MII-7473 rev, 511912020 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters slim, and Is for an Individual building component, not a truss system. Before use, the building designer must verify die applicability of design parameters and Property incorporate He design into the mwail building design. Bracing Indicated Is to prevent buckling of Individual truss web andlorchord membersonly. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldence regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criterfa, DSB-99 and BCSI Building Component 6904 Parke East Blvd, Safety Information available tan Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713235 77689 MA 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 12:23:09 2021 Page 1 17iBnvCHKPCIjz?n UO-067WMkKq?tpsbKRIIBLg859YSSd?SaejZVz1 oPyRWmO 5x6 = 3x4 11 Scale = 1:28.8 3x4 = 1 4-9-4 10-e-0 I 4-9-4 5-10-12 Plate Offsets (X,Y)— [2:0-0-8,Edge), [4:0-3-0,0 2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 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 FBC20201TP12014 Matrix -MS Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 54-2 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-571/1462, 3-4=-58611734 BOT CHORD 2-7=-16551472, 6-7=-354/109 WEBS 3-7=-3391570,4-7=-1913/532,4-6=-329/1009 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=24ft; eave=4ft; Cal. 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, 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 bads. • 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. 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 (jt=lb) 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. Joaquifi Velez PE No.68182 MiTek USA, Inc1.:FL Cert 6634. 6904 Parke East Blvd. Tampa FL 33610 Date. October 21,2021 WARNING -Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 51I92020 BEFORE USE. Design valid for use only with MTeW connectors, This design is based only upon parameters shovn, 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 andforchard members only. Additional temporary and permanent bracing M!Te k' Is always required for stability and to prevent collapse bier possible personal injury and property damage. For general guidance regarding the fabdoatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSWPH Quaffty Crrterfa, DSB-e9 and BCS1 Bulhtlng Contponent 6904 Parke East Blvd. Safety Information available Tram Tniss Plate Institute. 29M Crain Highway, Suite 203 Waldorf, MD 20601 � Tampa, FL 36510 Job Truss Truss Type Oty Ply REED T26713236 77689 , MB MONOPITCH 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI I eK Inaus[nes, Inc. Weil uct 2U 12:23:1 u 2u21 rage 1 ID:pcN6P42xDi7iBnvCHKPCljz?nUO-slhvZ4LTmB4D000Jrt3hJikfrywBOsto9iaKsyRW m? 1 4 0 6.5.8 10-8-0 1� 5-5.8 5-2-8 3x4 11 4 30 = 2x3 II 6x8 = Scale = 1:33.1 5-5-8 5-5.8 , 10-8-0 5-2-8 Plate Offsets (X,Y)— [2:0-0-0,0-0-4] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loci) 1/deO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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/TP12014 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, BOT CHORD 2x4 SP M 30 except end verticals, WEBS 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 Hors 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 (lb) or less except when shown. TOP CHORD 2-3=-526/1211, 45=-139/266 BOT CHORD 2-6=-1514/439, 5-6=-1514/439 WEBS 3-6=-800/241, 35=-491/1693 NOTES- 1) Wind: ASCE 7-16; Vuh=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 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 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. 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 (jt=lb) 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. Joaquiri Velez,PE No.66182 MiTek USA, Inc. FL Cert 6634, 6004 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verily design g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119/2020 BEFORE USE, Design valid for use only vAtli MITelkO connectors, This design Is based only upon parameters shuwn, and is for an individual building tompom mL not a truss system, Before use, the building designer must verify the applitabmlity of design parameters and properly incorporate Otis design Into the mretall building deslgn. Bracing indicated Ism prevent buckling of Individual truss web atdtorchard membemonly. Additional temporary and permanent bracing MOWis always required for stability and to prevent collapse with possible persanal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tors systems, see ANSUMH Qnaflty Cdferfa, DSB-69 and BCSI Building Comparrent 6904 Parke East Blvd. Safety information available from Truss Plate Instnute, 26M Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FIL 36510 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 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nUO-slhvZ4LTmBxjD000Jrt3hJlpYr1 eB7jto91aKsyRWm? 2-0-0 2.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 i Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Harz 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. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc purlins. 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 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' Veloz PE tdo.89182 ddiTek USA; Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PASS MI1.7473rev. 5/19/2020 BEFORE USE. -- Deslgn valid for use only with MffcW connectors, This design Is based only upon parameters shove, and Is for an Individual building component, nd a truss system. Before use, the building designer must verify the applicability of design parameters end properly incorporate this design into the oveml building design. Bracing indicated Is to prevent buckling of Individual truss web andfordmrd members only. Additional temporary and penrianont bracing M iTe k• is always required for stability and to prevent colltpae with possible personal Mary and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truassystems, see AHSUIPH Quaft Crffeda, OSB-89 and BCSf BUUd/ng Component Safefy information available from Truss Plate Institute. 2670 Crain Hlglmlay, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713238 77689 MV4 Valley 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 a Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:11 2021 Page 1 ID:pcN6P42xDl718nvCHKPCljz7nU0-KVFHnQM5XV3agebgtZOIDWErJFKAwaz01 pSBtIyRWm_ 4.0.0 4-0.0 2 3x4 i 3x4 II Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 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 FB02020/TP12014 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 Do 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, REACTIONS. (size) 1=4-0-0, 3=4-0-0 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=-142/282 NOTES. 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=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 M0.68182, MITek USA, Inc: FL Cart 8634 6904 Parke EastBlvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verifydesign g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5/19l2020 BEFORE USE. Design valid for use only vdth Will" connectors, This design is based ortly upon parameters shwas, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parars meteand property incorporate this design into the overall building design. Bracing indicated Is to prevent buckfng of individual truss web andlwchard members only. Additional temporary and permanent bradng M iTe 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 buss systems, see ANSUTPH quality Critede, DSB-69 and BCS1 Suffering component Safety information available from Truss Plate Institute, 2670 Crain Highway. Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FIL 36510 Job Truss Truss Type City Ply REED T25713239 77689 , MV6 Valley 2 1 Job Reference c tional 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:pcN6P42xDi7i8nvCHKPCIjz7nUO-chpf mMiloBRSoAsRGvXmknlZfeWf1D9FTBhOkyRWlz 6-0-0 6.0-0 3x4 11 3 3x4 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC D.59 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P 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=6-0-0, 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 Scale = 1:18.3 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 of; 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=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 16.68182 MiTek USA, Inc.:FL Cost 6634 6904 Parke East Blvd. Tampa FL 336.10 Dato: October 21,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE MII-7473 rev, 5/192020 BEFORE USE, Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, notra �' rs a truss system, Before use, the building designer must verify the applicability of design pameteand pmpedy incorporate this design into the overall building design. Bracing indicated is to proverrt bucking of individual truss web andkrchord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse wi0r possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Qmflfy Crlferla, DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Sfte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713240 77689 MV8 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:12 2021 Page 1 ID:pcN6P42xD17lBnvCHKPCljz7nU0-ohpf mMjloBRSoAsRGvXmknlffg7f7M9FTBhOkyRWlz 3x4 II 3 3x4 i 2x3 5 4 3x4 I I Scale: 1 /2"=l' 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 0.58 BC 0.22 AB 0.18 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - 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 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=M-0, 4=8-0-0, 5=8-0-0 Max Horz 1=229(LC 12) Max Uplift 4=-97(LC 12), 5=-294(LC 12) Max Grav 1=89(LC 1), 4=123(LC 17), 5=371(LC 17) FORCES. (lb) -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; Vuh=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) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 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) 4 except (jt=lb) This item has been 5=294. 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 6804 Parke East Blvd. Tampa FL 33610 Dats:- October 21,2021 WARNING - Very design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev, 6119/2020 BEFORE USE, -- Design valid for use only with Mrrek6 connectors, This design Is based only upon parameters Mown. and Is for an Individual building component, hot a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into tlta overan bulldingdesign. Bracing Indicated Is to prevent buckling ofIndividual truss web andforchord members only. Additional temporary and permanent bracing �f'�'®k• Is always requlred for stability and to prevent collapse with possible personal I*ry and property damage. For general guldens regarding the fabrication, storage, delivery, erection and bracing of trusses and trues systems, see ANSI/lPH Quality Criteria, PSO.89 and BCSI Bupoing Component Safety Irdonnadoa available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd, Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713241 77689 . MV9 Valley 1 1 Job Reference (options[) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:13 2021 Page 1 ID:pcN6P42xD17ienvCHKPCIjz7nUO-GtN1 C6NL36J14yl3_QmJxKA03750SeJU7xEwByRWty 3x4 II 3 3x4 7�- 5 4 2x3 II 3x4 II Scale = 1:28.2 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 ]nor YES Code FBC2020/TP12014 CSI. TC 0.71 BC 0.30 We 0.19 Matrix-S DEFL. in (loc) Udefl L/d 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: 38 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 and 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-=-133/278 WEBS 2-5=-374/624 NOTES. 1) Wind: ASCE 7-16; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf, h=19ft; 9=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 944 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) except (it=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.68182 MiTok USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 ®WARNING -Verify design parameters and READ MOTES ON THIS AND INCLUDED MfTEI(REFERENCE PAGE Mil-7473 rev.6/192020 BEFORE USE. �a Design valid for use only with Mrrek® connectors. This design is based only upon parameters sheen, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Otis 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 ANS11TPt1 Qualrty CrfferMa DSB-89 and Bost Building Component Safety Infarmation available from Truss Plate htsdhrte, 2570 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FIL 36510 Job Truss Truss Type Qty Ply REED T25713242 77689 PBA Piggyback 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MI tek industries, Inc. Wed Oct 2U 12:23:14 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nUO-14wPPSOzgQR9h6KFYhx?rgsU Tod7wtSjngoSdyRWIx 24.4.0 12-2-0 4x4 = Scale = 1:41.2 3x4 = 15 14 20 13 12 W 10 30 = 3x6 = 24-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Vdefl L/d 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 0.09 Vert(CT) 0.00 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 8 n/a nla BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 96lb 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 or, bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 2246-6. (lb) - Max Horz 2=-244(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 6 except 14=-277(LC 12), 15=-250(LC 12), l l=-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; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=45ft; L=24ft; eave=4ft; Cat, 11; 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 12-2-0, Exterior(2R) 12-2-0 to 15-2-0, Interior(l) 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. 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. 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 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 Qt=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 designer. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Joaquiri Velez PE No.68182 MiTek USA, lite. 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. 5119Q020 BEFORE USE. Deslgn valid for use only with MRakO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual Less web andforchard 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 lite fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPr1 Quality Crilerta, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Bird. Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713243 77689 , PBB Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 is Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:15 2021 Page 1 ID:pcN 6P42xDi718nvCHKPC Ijz7nUO-DGUncnPba)ZDJFvR60SEOMPfzskssNGcxRQL73yRWlw 110 24.4-0 4x4 = Scale=1:41.9 3x4 = 15 14 19 13 12 119 10 3x4 = 3x6 = 24.4-0 24-4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 9 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-S Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 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 at joints) 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=-2691366, 7-10=-238/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; save=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 12-2-0, Exterior(2R) 12-2-0 to 16-2-0, Interlor(1)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. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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 ofwithstanding 100 m uplift at joint(s) 2, 8 except Qt=1b) 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 designer. document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA; Info -FL Cert6634, 6904 Parke EastBlvd. Tampa.FL 33610 Date: October 21,2021 WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mg-7473 rev. 5/1SV2020 BEFORE USE. -- Design valid far use only with MrreW connectors, This design Is based only upon parameters shown, and is for an Individual building compantmL not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andW 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 ANSr/7PH Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 26" Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, R 36610 Job Truss Truss Type City Ply REED T25713244 77689 . PBC Piggyback 1 1 Job Reference (optional) Chambers -Truss, Fort Pierce, FL-34982, 8.430 s Aug 15 2021 MiTek Industries, Inc. Wed Oct 20 12:23:17 2021 Page 1 ID:pcN6P42xD17i8nvCHKPCljz7nUO-9fcY1 TQs6LpjYZ2gDpViTnUOmgPHKHtvPlvS3yyRWlu 10-10-8 13-1 24-4-0 10-10-8 2-7-0 10-10-8 3x6 = 3x6 = Scale=1:41.9 3x4 = 17 16 22 15 14 193 12 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl L/d TCLL 20.D 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 FBC2020/TP12014 Matrix PLATES GRIP MT20 2441190 Weight: 95 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=-218(LC10) Max Uplift All uplift 100 lb or less at joint(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 lb or less atioint(s) 2, 10 except 14=35B(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 45=-152/270, 5-6=-141/275, 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; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directionaq and C-C Extedor(2E) 0-3-15 to 3-3-15, Intedor(1) 3-0-15 to 10-10-8, Exterior(2E) 10-10-8 to 13-5-8, Exterior(2R)13-5-8 to 17-8-7, Interior(1) 17-6-7 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 five loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 Qt=1b) 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 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, Jdaquin Velez PE No.66182 MiTek USA; Itic.TL Cent 6634 6904 Parke East Blvd. Tampa FL 93610 Date: October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 6/19/2020 BEFORE USE, Design valid for use only with MI7ekS connectors. This design is based only upon parameters elmovm, 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 andlor 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 ANSWII Quality Criteria, DSB-89and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2970 Crain Highway, Suite 203 Waldorf, MD 20301 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713245 77689 PBD Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:18 2021 Page 1 ID:pcN6P42xD17lBnvCHKPCgz7nUO-drAwFpRUtexaAldOnXDxo71 B14I1N3kE2ePeTbOyRW It 10-M 14-4-0 244-0 r IM-0 4 4-0 10-0-0 3x6 = 3x6 = Scale = 1:41.9 30 = 17 16 22 16 14 W 12 30 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 SCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S 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 6-0-0 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=-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 atjoint(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; Vuft=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 10-0-0, Extedor(2E) 10-0-0 to 144-0, Exterior(2R)14-4-0 to 18-0-15, Interior(l) 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 bads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except Qt=1b) 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. 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, 1nc. FL Cert6634, OM Parke East Blvd. Tampa FL 33810 Date: October 21,2021 WARNING - Verlfy 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 MiTekgD connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verilythe applicability of design parameters and properly incorporate This design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andrarchord 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 ANSUIPH Quality Cdlerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Grain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713246 77689 PBE Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:19 2021 Page 1 ID:pcN6P42xD1718nvCHKPCIjz?nU0S1 klS9S6ey3RotCDLEXAYCaMMU5noBMBs3OZ8gyRW Is B-10.8 I 15-5-B 24-4-0 8.10-8 5-7-0 B-10-8 Scale = 1:41.6 3x6 = 5 20 21 6 3x6 = 23 7 3x4 = 17 16 26 15 14 1@7 12 3x4 = 3x6 = 24-4-0 24-4-0 Plate Offsets (X,Y)— [5:0-3-0,0-2-0],[7:0-3-0,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 11 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 11 n/r 90 BCLL 0.0 Rep Stress Mor YES WB 0.10 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 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 DO 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=-177(LC 10) Max Uplift All uplift 100 lb or less at joints) 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 joints) 2, 10 except 14=390(LC 17), 16=384(LC 17), 17=391(LC 17), 13=366(LC 18), 12=393(LC 18) FORCES. Qb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. WEBS 4-16=-220/256, 3-17=-251/344, 6-13=-202/257, 9-12=-253/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=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 155-8. Extedcr(21R) 15-5-8 to 19-8-7, Interior(l) 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. 7) This truss has been designed for a 10.0 psf bottom chard 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 (b uplift at joint(s) 2, 10 except Qt=1b) 14=168, 16=174, 17=268, 13=174, 12=268. 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 Nc.68182 MiTek USA; Ine. ,FL Cart 6834 690.4 Parke East Blvd. Tampa FL 33810, Data: October 21,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5I79I2020 BEFORE USE, Design valid for use only col#t MITek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlarchord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent 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 ANS11TPH QaaHfyCrr7erla, DSB49 and Bost Barlding Component 6904 Parke East Blvd. Safely Information available from Truss Plate Insdtute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T26713247 77689 + PBF Piggyback 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, B-0-0 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:20 2021 Page 1 ID:pcN6P42xDl7i8nvCHKPCijz?nUO-ZEIggVTkPGBIP i nPvy2PS06X1 tRTXeYL5j76gHyRW Ir 24-4-0 Scale = 1:41.6 4x6 = 4x6 = 45 20 6 21 78 1n 1j m 6 Id 3x4 = 17 16 15 14 13 12 3x4 = 34 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Verl(CT) 0.00 11 n/r 90 BCLL 0.0 ' Rep Stress [nor YES WB 0.11 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S 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 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-M. (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 atjoint(s) 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. 11; 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 8-0-0, Exterior(2R) 8-0-0 to 12-2-0, Interior(1) 12-2-0 to 16-4-0, Exterior(2R) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 9) 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 Ib 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 tdo.66182 'MiTek USA, lnc.:FL- Cart 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 MIL7473 rev, 5f1911020 BEFORE USE. Design valid for use only wi9i MITcW connectors. This design is based only upon parameters shown, and is for an Individual building componam, not a truss systom. 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 andlordrord members only. Additional temporary and pemratrerd bracing � V l��lit.' MOW is always required for stability and to prevent collapse wi6t possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TAH Quality Crlleda, DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2570 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713248 77689 T PBG Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:21 2021 Page 1 ID:pcN6P42xDi718nvCHKPCIjz7nUO-1Qs3trTMAZJ91AMbSfZeddfl HnhG5xUKNtfgyRWlq 6-117-5-8 24 4-D 6-10-8 10-7-0 6-10-8 3x6 = 20 21 o 22 23 3x6 = Scale = 1:41.6 3x4 = 17 16 is 14 13 12 3x4 = 3X6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 11 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.07 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 n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 88 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. (Ib) - Max Horz 2=-136(LC 10) Max Uplift All uplift 100 lb or less at joint(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; Vuh=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 6-10-8, Extedor(2R) 6-10-8 to 11-1-7, Interior(1)11-1-7 to 175-8, Extedor(2R)175-8 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. 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 121 lb uplift at joint 2, 211 Ib uplift at 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 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 90.68182 MITek USA, Inc..FL Cert 6634 6994Parke EastSIM. 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 vaild for use only with MITek® connectors. This design Is based only upon parameters sliown, and is for an individual building component, not a truss system. Before use, the building designer must verity, me 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 M irk• Is always required for stability and to prevent 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 BCst Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type City Ply REED T26713249 77689 PBH Piggyback 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:23 2021 Page 1 ID:pcN6P42xD1718nvCHKPCljz?nUD_ozplXVdIBZtGUW—a4c6j2k2k5TDk?gnngMmHcyRWlo 4-10-8 19-5.8 24-4.0 4.10-8 14-7-0 4-10-8 Scale = 1:41.6 3x6 = 3x6 = 6.00 12 3 4 19 5 20 21 6 22 23 7 24 8 g 18 LLj��l 1 2 D N 11j 3x4 = 16 3x6 = 3x4 = 24-4-D Plate Offsets (X,Y)— [4:03-0,0-2-0), [8:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 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 0.08 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-S Weight: 83 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins. 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 22-6-6. (lb) - Max HDrz 2=-95(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 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 atjoint(s) 2, 10 except 14=297(LC1), 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=-2201273, 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.Opsfi 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 4-10-8, Exterior(2R) 4-10-8 to 9-1-7, Interior(1) 9-1-7 to 195-8, Extedor(2R) 19-5-8 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) 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 atjoint 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. 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 Mrrok USA; Inc.:FL dert 6634, . 6964 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.6119r1020 BEFORE USE, -- Design valid for use only with MITeMD connectors, This design Is based only upon parameters shown, and is for an individual building component, not �' a truss system. Before use, the building designer must verify Ore 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 end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSO-89 and BGSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36510 Job Truss Truss Type Qty Ply REED T25713250 77689 PBI Piggyback 1 1 Job Reference (optional) Chambers Truss, Fan Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:24 2021 Page 1 ID:pcN6P42xDi718nvCHKPC Ijz?nUOS?XBVsWFTUlkue5Aen7LFGHCQVpQTSywDK5Kp2yRW In 2-10-Be21-5-8 244.0 r 2-10-18-7-D 2-10:8 Scale = 1:41.6 6.00 12 3x6 = 3x6 = 3x6 = 3 4 19 20 6 21 6 22 7 23 8 24 9 10 q 2 1 N 3x4 = 18 17 16 15 14 13 3x4 = 3x6 = 24-4-0 r 24-4-0 Plate Offsets (X,Y)— [3:0-3-0,0-2-0], [10:0.3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 12 n/r 120 MT20 2441190 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 FBC2020(rP12014 Matrix-S Weight: 76 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 or, bracing. OTHERS 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 at joint(s) except 2=-135(LC 12), 15=-194(LC 12), 17=-244(LC 8). 18= 200(LC B), 14=-244(LC 9), 13=-201(LC 9), 11=-135(LC 12) Max Grav 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. (lb) -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) 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 2-10-6, Exterior(2R) 2-10-8 to 7-1-7, Interior(1) 7-1-7 to 21-5-8, Extedor(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 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 135 lb uplift at joint 2, 194 lb uplift at joint 15, 244 lb 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.88182 MTek 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. 511912OZO BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, 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 andfo•chord members only. Additional temporary and permanent tracing MITek' Is always required for stability and to prevent collapse with possible personal Iniury and property damage. For general guidance regarding the fabrication, storage, delivery, erecdon and bracing of trusses and truss systems, see ANSI/TPH quality Criteria, DSB-89 and BCSI Building Component 69% Padre Fast Blvd. Safety Information available from Truss Plate Institute, 26711 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T26713251 77689 . PBJ Piggyback 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, M-0 12-4-0 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:25 2021 Page 1 ID:hJIPuPurtpclYO 71xaFL3ytu6R-wB52jCXtEogbWogMhVeaoTpN5u9fCu24F rtLUyRWlm 3x6 = 3x6 = 6.00 12 4 5 20 21 6 22 23 7 8 3 9 19 �24 18 25 N 1 2 10 d d 3x4 = 17 LOADING (pso 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 16 15 14 3x6 = 13 CSI. DEFL. in floc) Vdefl L/d TC 0.09 Vert(LL) 0.00 11 nlr 120 BC 0.06 Vert(CT) 0.00 11 nlr 90 WB 0.09 Horz(CT) 0.00 10 n/a n/a Matrix-S 12 3x4 = PLATES GRIP MT20 244/190 Scale=1:41.6 0 d Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=-118(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 at joints) 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; Vuh=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) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-0-0, Exterior(2R) 6-0-0 to 10-2-15, Interior(l) 10-2-15 to 184-0. Extedor(2R)184-0 to 22-6-15, Interior(1) 22-6-16 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 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 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 Ill 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. d N cc t6 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 VelezPE No.68182 MiTek USA, Ine..FL Cert 8634, 6904 Parke. East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING -Verity design parametersand READ NOTES ON THIS AND INCLUDED MfTFX REFERENCE PAGE MII.7473 rev. 5/19l2020 BEFORE USE. Design valid for use only Witt MITekV connectors, This design is based only upon parameters shown, and Is for an Individual building component, no a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate We design into the ovml building design. Bracing Indicated is to prevent buckling of Individual truss web andlorchord members only. Additional temporary and parmanent bracing M �{ 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 busses and truss systems, see ANSI/!PH Quality Crperla, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parke East Bid. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713252 77689 PBK Piggyback 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 2-0-0 , 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:26 2021 Page 1 ID:hJIPuPurtpcl YO_71xaFL3ytu6R-ONfywYXV?6yS7yEZFCgpKhMWJ IU6xLHOTeaQtwyRWll 26-4-0 , 28-4-0 , Scale = 1:48.5 6.00 12 3x6 = 3x6 = 3x6 = 3 4 195 6 7 8 2Q 9 10 11 12 12 d d 10.1 d x4 = 16 3x4 = 18 17 3x6 = 15 14 13 28-4.0 28-4.0 Plate Offsets (X,Y)— [3:0-3-0,0-2M, [10:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 2-18 >999 360 MT20 244/190 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 FBC2020/TPI2014 Matrix-S Wind(LL) 0.01 2-18 >999 240 Weight: 84lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 10-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 26-6-6 except Qt=length) 12=0-3-8. (lb)- Max HDrz 2=41(LC 11) Max Uplift All uplift 100 lb or less at joints) 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), 11=-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 Exterier(2E) 0-3-15 to 2-0-0, Exterior(21R) 2-0-0 to 6-0-11, Interier(1) 6-0-11 to 26-4-0, Exterior(2E) 264-0 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 pending. 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 bads. 7) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 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 lb uplift at joint(s)12 except•Qt=lb) 2=180,18=280,17=188,15=203,14=191,13=27(l,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. Joaqujfi Velez PE Nb.66162- MiTek USA; Inc.F'L Cei rt86U '6904 Parke East Blvd. Tampa FLA610- Date:. October 21,2021 WARNING - Verifydesign g parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERENCE PAGE MII-7473 rev. 5f19/2020 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters she", and is for an individual building component, not �• a Was 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. Adchonai temporary and pammanent 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 ANS11rPH quality criteria, DSa-99 and BGW Buffeting 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 T25713253 77689 r PBL Piggyback 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:27 2021 Page 1 ID:8r3Ug9VJHrECSggBLeRJLNyttUw-saDK8uY7mP4Jl5plpwg2tuviCip4go9NIIK QNyRWIk 4-0 0 20-4.0 25-9-8 28d-0 4-0-0 164-0 5-5-8 [ 2 6 8 mf�lai b d 6.00 12 3x6 = 20 3 4 21 22 5 23 3x6 = 3x6 = 24 8 25 26 9 4x4 = 3x6 = 3x4 = 19 18 17 16 15 14 3x4 = 3x6 = Scale = 1:49.3 28-4-0 28-4-0 Plate Offsets (X,Y)— [3:0-3-0,0-2-0), [9:0-3-0,0-2-0), [11:0-3-0,0-2-0] 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 0.18 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 FBC2020ITP12014 Matrix-S Weight: 92 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. 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. (Ib) -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.Opsf; h=19ft; B=45ft; L=27ft; 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 4-0-0, Exterior(21R) 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. Interior(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. 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. JcaquiriVelezPE No.6682 MiTsk USA; lnc. FL Cert ill 6904 Parke East Blvd. Tampa FL 13610 Date:. October 21,2021 WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED tdREK REFERENCE PAGE MII-7473 rev.5/191202D BEFORE USE, r�s � Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is far an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i• building design. Bracing indicated to to prevent buckling of Individual truss web andlor chord members only. Additional temporal. permanent bracing MiYek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB$9 and SCSI Sulldfng Component 6904 Parke Fast Blvd. Safety Information available from Thus Plate Institute, 2670 Crain Highway, Suite 203 Waldotf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply REED T26713264 77689 r V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:30 2021 Page 1 ID:8r3U g 9VJ HrECSgq B LaRJ LN yttUw-H 9uSm Wa02KStcZYKU2 EI VXXC7vq RtAgp OGYeOiyRW lh 2-0-0 4-D-0 2-0-0 2-0.0 3x6 = 2 3x4 i 3x4 LOADING (psJ SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ltd 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/TP120, Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No,3 BOT CHORD REACTIONS. (size) 1=4-0-0, 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 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) 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 bads. 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 6634, 6904 Parke East Blvd. Tampa,FL.83610 Date: October 21,2021 WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10117473 rev, 5/19/2020 BEFORE USE, sr I Design valid for use only with MRekHt connectors, This design Is based only.upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must vefify Oin applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buekNig of individual truss web andlor chord members only. Additional temporary and permanent bracing Mire iC' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ermtkin and bracing of trusses and truss systems, see ANSFITP11 Quality Crflerfa, DSB-89 and BCS1 Building Component Safely Information available from Truss Plate Mstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty I 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:8r3Ug9VJHrECSggBLeRJLNyttUw-ILSrzGbepeakEj7W2ml_t k3EAJ90ccDydwlBZByRW Ig 4-0-0 "-0 4-0-0 4-0-0 4x4 = 3x4 % 2x3 11 3x4 Scale = 1:14.7 LOADING (psf) TOLL 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 0.82 BC 0.19 WB 0.11 Matrix-P DEFL. in (loc) Udef1 L/d Vert(LL) n/a n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 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 2-4=-181/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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(K) 0-7-7 to 3-7-7, 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 Sr 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 ko.68182' IdiTek USA, iric.iFL Cert 8634. 88D4 Parke East Blvd. Tampa FL 33610- Date: October 21,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED Mn-EK REFERENCE PAGE MIN473 rev.5/1912020 BEFORE USE, ��. Design vand for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building tmrnparrant, 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 �%� O W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the • �' fabrication, storage, delivery, erection and braring of trusses and truss systems, see ANSUMH Quality Crfferfa, DSO-89 and BCS/ Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 26M Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Jab Truss Truss Type City Ply REED T26713266 77689 • V8A Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITBk Industries, Inc. Wed Oct 20 12:23:31 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJ LNyttUw-ILSrzGbepeakEl7W2ml_i k3lcJ9mcb6ydwlBZByRWIg 6� 8 8-0-0 1.2.8 1-8.8 3x6 = 7 6 3x4 i 2x3 II 3x4 II Scale = 1:17.1 Plate Offsets (X,Y)— [3:0-M.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 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 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 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 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=8.0-0, 6=8-0-0, 7=8-0-0 Max Horz 1=104(LC 12) Max Uplift 1=-43(LC 12), 6=-94(LC 6), 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; Vuk=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 (directionaq and C-C Exterior(2E) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-1-0, Exterior(2E) 5-1-0 to 6-3-8, Interior(l) 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. • 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 tall by 2-0-0 wide 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 229lb 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. Joaquifi Velez PE No.68182 MiTek USA, Inc. FL Cert6834, 6904 Parke East Blvd. Tampa FL 33610 Date: October 21,2021 WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MRFJ( REFERENCE PAGE MII.7473 rev, 5/1912020 BEFORE USE. Design valid for use onlywiOt MiTeW connectors. This design Is based only upon parametersshown, and is for an Individual building component, not a truss system. Before use, the building designer must verify Ore applicability of design parameters and properly incorporate this design into tha overall building design. Bracing Indicated is to prevent bucking of Individual truss web andlDrchard members only. Additional temporary and permanent bracing M iTe k° Is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWIP114uagry Creed , DSB-69 and BCS1 Suflding Component Safely information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply REED T25713267 77689 w 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 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-Km niLEZIWjCANFOxNdBHO6RIP663PEEWxy3X US = 3x4 6 5 i 2x3 II 3x4 II Scale = 1:22.2 ' 10-0-0 Plate Offsets (X,Y)— (3:0-3-0,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 FBC2020(TPI2014 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 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=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 4-0=-128/255 WEBS 2-6=-310/637 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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 3-7-7, Interior(1) 3-7-7 to 7-1-0, Exterior(2E) 7-1-0 to 9-104 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift 8t joint 1, 105 lb uplift at joint electronically signed and 5 and 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. Joaquifi Velez PE No.68182 MITek 0SAj Inc.FL Cart 6634, 004 Parke East Blvd. Tampa FL 33610 Date. October 21,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI1a473 rev-5/19/2920 BEFORE USE, Design valid for use only with MtTeM 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 verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign, Bracing indicated Is to prevent bucking ofindividual truss web andkrchord members only. Additional temporary and permanent bracing �A IYI�T'@I.' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Il fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANS1I7P11 Quality criteria, DSB-89 and SCSI 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 T25713258 77689 V12 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 a Aug 16 2021 MiTek Industries, Inc. Wed Oct 20 12:23:29 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-cyK4ZaaNH 1 K1_Pz8wLl WyJ_shWPp8g2g9cp5UFyRW II 9-1-0 1 12.0-0 3x6 = 9 05 3x4 i 6 5 2x3 11 3x4 I I Scale = 1:27.8 r 12.M Plate Offsets (X,Y)— [3:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) n/a n/a 999 MT20 244/190 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 FBC20201TP12014 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 purling, 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=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=-3721727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fl; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-7-7 to 3-7-7, Interor(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 20.0psf 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. 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 366lb 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.68'182 MiTek USA, -inC. FL Cert8634, 6904 Patte EashBlvd. Tampa.FL 33610. Data,. October 21,2021 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev, 5/10/2020 BEFORE USE, Design valid for use only Wig+ Mffekti) connectors. This design Is based only upon pararnaters shoran, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify Ole applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web andfordmrd members only. Additional temporary and permanent bracing i1®k° Is always re4ulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSPIP11 Quality Criteria, PSO-89 and BCS1 Building Component Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20801 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty I Ply REED T25713259 77689 VA VALLEY 1 1 " Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress ]nor YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:32 2021 Page 1 ID:8r3Ug9VJHrECSggBLaRJLNyttUw-DXODBbcGaylbstlicTGDaycPU)MwL2k6sa115syRW If 4-1-8 Scale = 1:23.0 4A 6 5 5x8 MT18HS 11 2x3 11 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TC 0.78 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.79 Vert(CT) n/a n/a 999 MT18HS 244/190 WB 0.16 Horz(CT) -0.00 4 n/a n/a Matrix-R Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 6=4-1-8, 4=4-1-8, 5=4-1-B Max Horz 6=21 O(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 (Ib) or less except when shown. TOP CHORD 1-2=-265/113 WEBS 2 5=-263/524 NOTES- 1) Wind: ASCE 7-16; Vuh=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) 0-1-12 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 M720 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 20.0psf 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. 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 and 280 lb uplift at joint 5. 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. Joaquiri Velez PE No.66182. 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 MITFX REFERENCE PAGE M11-7473 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 budcrmg of Individual truss web andlorchord members only. Additional temporary and permanent bracing M iT®k° Is always required for stability end to prevent collapse with possible personal lnjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Crfferia, DSS-89 and SCSI 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 Qty Ply REED T26713260 77689 VB VALLEY 1 1 Job Reference (optional) Chambers'Truss, Fort Pierce, FL - 34982, 8.430 s Aug 16 2021 MITek Industries, Inc. Wed Oct 20 12:23:33 2021 Page 1 ID:Br3Ug9VJHrECSggBLaRJLNyttUw-hkabOxduLFgSTOHv9AnS6991Y7pL4VIF4EnidOyRWle 3x4 6 5 4 3x4 11 2x3 11 3x4 11 Scale = 1:17.9 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 0.31 BC 0.33 WB 0.14 Matrix-R DEFL. in (loc) I/defl L/d 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: 20lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-8 cc purling, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 6=4-1-8, 4=4-1-8, 5=4-1-B 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 260 (lb) or less except when shown. TOP CHORD 1-2=-259/110 WEBS 2-5=-226/460 NOTES- 1) Wind: ASCE 7-16; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19R; 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 This item has been joint 5. 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 B634 00'4.Parke.EastBlvd. TampaTi. 33610 Date,. October 21,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI1-7473 rev-g/19i2020 BEFORE USE. -- Design vaild far use only with NIT" connectors. Ibis design Is based only upon parameters shown, and Is for au Individual building componant, not a truss system. Before use, the building designer must verily We applicability, of design parameters and property incorporate this design into the overall building design. Bracing indicated Isla prevent buckling of Individual truss web andtarcirard members only. Additional temporary and parmanent bracing M 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 ANSI?PH QuaNy Criteria, DSB-89 and BCSt Buflding Component Safely Information available from Truss Plate Institute, 2670 Cram Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 3661 a Symbols PLATE LOCATION AND ORIENTATION R3' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-118. - -I- For 4 x 2 orientation, locate plates 0- yid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 a Connected Wood Trusses. r Numbering System 6-4-81 dimensions shown In ftin-sixteenths (Drawings not to scale) 1 2 3 C3 D: O 2 U a O F— 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved K MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or altemative 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. S. 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 ANSI1TPI 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 ANSItTPI 1 Quality Criteria. 21.The design does not take Into account any dynamic or other loads other than those expressly stated.