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HomeMy WebLinkAboutTRUSS PAPERWORKi _ mot! ,4,. ail 0 MiTek® RE: 75500 -NOEL Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. FI Site Information: Customer Info: GLAMA CONSTRUCTION, INC. Project Name: Lot/Block: Subdivision: Address: 12103 RIVERBEND ROAD City: PORT ST LUCIE State: FL MiTek USA, Inc. 5S6904 Parke East Blvd. NOEL RESIDENGp1oL�3elslo-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 9.1 Wind Code: ASCE 740 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This packabe includes 132 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# I Truss Name I Date No. Seal# Truss Name Date 1 T15268328 A 10/5/18 18 T15268345 C 10/5/18 12 1T152683291Al I10/5/18 119 61346IC1 IT152T15268347 10/5/18 13 1 T15268330 I A2 110/5/I 120 I C2 10/5/18 14 1 T15268331 I A3 1 10/5118 121 I T15268348 I C3 it 0/5/18 15 1T15268332 1 A4 110/5/ 683491C4 110/5/18 16 T15268333 ATA 10/5/1812T152B350 I C5 110/5/18 I7 T15268334 ATB 10/5/18 124 - I T15268351 I C6 10/5/18 8 1 T15268335 B 10/5/18 125 I T15268352 I C7 10l5/18 19 I T15268336161 10/5/18 126 I T15266353 I D 1 10/5/18 10 1 T15268337 1 B2 10/5/18 127 1 T15268354 1 Di 10/5/18 11 IT1526833P B3 10/5/18 28 T15268355 D2 10/5/18 12 I T15268339 B4 10/5/18 129 I T15268356 D3 110/5/18 113 T15268340 I E15 10/5/18 130 I T15268357 I D4 110/5/18 14 I T15268341 1 B6 110/5/18 131 I T15268358 I D5 110/5/18 115 IT152683421B7 I10/5/18 132 1 T1 5268359 1 D6 10/5/18_ 16 T15268343 B8 10/5/18 133 I T15268360 I G 10/5/18 17 I T15268344169 110/5/18 134 1 T15268361 1 G1 110l5/18 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. IAny project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. � ,`,P��C �• .. I , No 22839 O:• STATE OF :41I0 i It O R 1 �SS/ONAI i�C'O' Waller P. Rnn PE No22839 MRek USA, Inc. R Carl 66M 6904 Parke East Blvd. Tampa Fl.33610 Date: October 5,2018 Finn, Walter 1 of 3 i RE: 75500 - NOEL Site Information: Customer Info: GLAMA CONSTRUCTION, INC. Project Name: NOEL RESIDENCE Model: Lot/Block: Subdivision: Address: 12103 RIVERBEND ROAD City: PORT ST LUCIE State: FL No. I Seal# Truss Name Date No. Seal# Truss Name I Date 35 1 T15268362 I G2 1 10/5/18 178 IT15268405IJ7P 10/5/18 136 1T152683631G3 110/5/18 179 IT152684061JA 110/5/18 I 137 I T15268364 I GR1 1 10/5/18 180 I T15268407I JB 1 10/5/18 I 138 1 T15268365 I GR2 110/5/18 181 I T15268408 I JC 110/5/18 I GR3 110/5/18 8156400IJCC T15 105/18 I 110/18T156 439 867I GRA 110/5/18 41 I T15268368 I GRD 110/5/18 184 I T15268411 I JE 110/5/18 I 42 I T15268369 I GRE 1 10/5/18 185 I T15268412 I JF 110/5/18 143 IT15268370GRF 110/5/18 186 IT15268413 1JG 110/5/18 44 1T152683711GRG 110/5/18 187 IT152684141JL 110/5/18 145 IT152683721GRH 110/5/18 188 1 T15268415 I JM 110/5/18 I 46 T15268373 1 GRI 10/5/18 89 T15268416 INC 10/5116 47 T15268374 GRL 10/5/18 90 T15268417 J 10/5/18 48 T115268375 1 GRM 10/5/18 191 IT152684181JR 10/5/18 49 T15268376 1 GRR 10/5/18 192 IT15268419 JS 10/5/18 150 I T152683771 GRZ 110/5/18 193 I T15268420 I JT 110/5/18 I 51 T15268378IH 110/5/18 94 T15268421 JV 19/5/18 152 Ti15268379 H1 10/5/18 95 T15268422 KJ5 10/5/18 153 1Ti152683801H2 110/5/18 196 IT15268423 KJ7 19/5/18 154 1T152683811H3 110/5/18 197 IT15268424 KJA 10/5/18 155 I T15268382 I H4 110/5/18 198 1 T152684251 KJB 1 1015/18 576 3 H5 110/5/18 199 1T152684261KJC 10/5/18 T1568 I H6 110/5/18 1100 I T1 5268427 1 KJC7 110/5/18 158 1 T1 5268385 1 H7 110/5/18 1101 1 T1 52684281 KJD 110/5/18 59 T152683861 H8 110/5/18 1102 I T152684291 KJE 110/5/18 60 T15268387 I HV8 110/5/18 1103 I T152684301 KJF 110/5/18 I I2 ' 1 HV8A 1 1015/18 1104 I T15268431 1 KJG 110/5/18T1568 HV12 1 10/5/18 1105 I T152684321 KJL 110/5/18 3 T26390IJ3 1 110/5/18 3KJ 10/5/8 110/5/18 167T528IN 6I66 18 165 I T15268392 J3P 110/5/18 1108 I T15268435 1 M 110/5/18 166 I T15268393 I J5 110/5/18 1109 I T15268436 I M1 110/5/18 I 167 I T15268394 I J5A 110/5/18 1110 1 T1 5268437 1 M2 110/5/18 5268395 ITT52 I J5B 110/5/18 1111 1 T15268438 I M3 11015/18. 1169 J5D 110/5/18 1112 I T15268439 I M4 110/5/18 70 Ti15268397 I J5P 110/5/18 1113 I T15268440 I M5 110/5/18 171 1 T15268398 J7 110/5/18 1114 1 T15268441 I M6 110/5/18 I 172 I T15268399 I J7A 110/5/18 1115 I T15268442 I M7 110/5/18 3 6884 J7B 110/5/18 1116 I T15268443 I MA 110/5/18 1 41T52400J7C110/5/18 1 10/5/18 1117 I T15268444 I MB 1 10/5/18 I 175 I Ti15268402 I J7H 5/18 118 IT1568444 5 HV6 110/5//118 108I76 IT15268403 J7J 8119T15 26846M 177 1 T1 5268404 1 J7M 110/5/18 1120 IT15268447IMHV12 110/5/18 2of3 RE: 75500 -NOEL Site Customer Info: GLAMA CONSTRUCTION, INC. Project Name: NOEL RESIDENCE Model: Lot/Block: Subdivision: Addre§s: 12103 RIVERBEND ROAD City: PORT ST LUCIE State: FL No. Seal# Truss Name Date 121 T15268448 I MHV14 1 10/5/18 122 T15268449 MV2 1 10/5/18 123 �T152684501 MV4 10/5/18 �124 1T15268451 1MV6 110/5/18 1 1125 1 T152684521 PBA 1 10/5/18 1 126 T15268453 PBB 110/5/18 1127 1 T1 5268454 1 PBC 1 10/5/18 1128 J T152684551 R 1 10/5/18 1129 I T1 5268456 1 V4 1 10/5/18 1130 I T15268457 I V8 1 10/5/18 1131 I T15268458 I V12 1 10/5/18 1132 1 T15268459 I V16 1 10/5/18 3of3 o • was Irum ype Ty y NOEL • T15268329 75500 A Hip 1 1 Job Reference (optional) ctunuors Truss, Inc., Fen Pierce, FL 8.130 s Jul2D 2018 MTek 3x6 11 5x6 = 36- 56 34 4 GZ 25 24 3x5 = 44 11 7x14 = 4x5 = 3x4 II 4x10 = 3x4 II 3x/0= 5.8 MT18HS WB= 7 35 36 8 9 10 3738 22 21 20 5x8 MT18HS= 3x411 18 4.5 = 3x4 11 Scale =1:87.6 5x10 = 5,6 = 11 39 72 40 3x4 — [ 13 sD Io ,4 lg ld ,7 76 15 4x6 = 3x8 4x5 = 4x8 = "12 280 64.2 9-00 Od- 13, 4 15d1.7 22442 '2e-0-0 3460 41-00 W0-0 2.9 D 3d-2 2.7.14 0 9 211 15 210.3 63d 62d 6 4-0 6d 0 8 0 0 W-12 Plate ONsets(XY)-1 13'0.4-00-2-91 (5.0.3.00-2-0117'03-80-1-81 (9'0-0-0Edgel(12.0-3-00-2-01117'0-3-80-2-01119'0-3-120-3-41123'0-6-80-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.50 19 >981 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ved(CT) -1.0819-20 >449 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) -0.21 24 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.81 19 >597 240 Weight: 270 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 3-26,10-18:2z4 SP N0.3 WEBS 2x4 SP No.3 *Except* 17-19,11-19,7-23,8-22,8-19: 2x4 SP M 30, 6-24: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. WEBS 1 Row at micipt 17-19, 11-15, 7-23. 8-22 MiTek recommends that Stabilizers and required cross bracing be installed during thus erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/slze) 14=1676/14echaflical, 2=67/0-8-0 (min. 0-1-8). 24=2998/0-11-5 (min. 0-3-9) Max Horz 2=505(LC 11) Masibplift 14=-1130(LC 12), 2=-227(LC 22), 24=-2480(LC 12) Max Gmv 14=1766(LC 18). 24=2998(LC 1) FORCES. (Ib) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/389, 333=-1580/1560, 4-33=-1565/1562, 4-5=-2751/2037, 5.6=-262811930, 6-34= 275612029, 734=-275BY2029, 7-35=-2539/1164, 3536=-2539/1164, 8-36=-2539/1164, 6-9= 6210/4876, 9-10=-6210/4876, 10-37=6134/4835, 37-38— 6134/4835,1138= 6134/4835,11-39=-2671/2492,1239=-2671/2492, 12-40=-2960/2727, 13-40= 2998/2717, 13-14= 3272/2891 BOT CHORD 3-25=-1391/1653, 24-25=-754/904, 22-23= 71612420, 21-22=-3033/4949, 20-21= 3033/4949, 19-20= 3033/4949, 10-19= 412/488, 16-17=-2654/3464, 15-16=-2654/3464, 14-15=-2399/2844 WEBS 17-19=-270313518, 11-19= 1877/2889, 11-17-979/891, 11-15=-1081/800, 12-15=-914/1097, 13-15=-477/633, 23-24=3044/3474, 6-23=-770/1026,4-25=-622/274, 23-25=675/767, 4-23= 410/1310, 7-23=.4378/3998,7-22_ 1011/1243, B-22=-2901/2758, 8-20=0/263, 8-19_ 1572/1421, 5-23=-537/822 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0psf; h=19ft; B=911t; L=115ft eave=131t; Cal. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Interlor(l) 6-0-7 to 9-0-0, Extedor(2) 9-0-0 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This muss has been designed for a live load of 20.Opsf on the bottom chord in 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 girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1130 lb uplift at joint 14, 227lb uplift at joint 2 and 2480 lblupllft at joint 24. Walter P. Finn PE No.22039 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 A WABNWG- Verily duetynparameters and BEAD NOTES ON THIS AND INCLUDED MDEKBEFERANCE PAGE MP7473 rev. 1D03LI015 BEFORE USE R- Deslgnvelldfor use only Win Miler®conneaton. Ths design 8 based only upon parameters aho".andls for al kdMtluat Wilding component.net IM ■■ a truss system. Before use, the Wllding designer must very the appllcablllty of design parameters and property Incorporate his design Into the overall moNy. Additional temporary ondpermonentbracing MiTek' WIINrgdeugn. aadngindk:atedlstoprevemWckllnooflMlvdualtmssweband/orchordmemb Is always required for stability end to prevent collapse wim possUe personal B>luy and property damage. For general g,9dance regadmg the fobk:ation, storage, delivery, erection and brackg of trusses and tmss systems, seeANSUM11 Quality CrBer91, DSBd9 and It Bu9dhg COMporurld fi904 Parke East Blvd. SarayNbnnalbmvdlable from Trus Hale metals. 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 o ruse ruse ype ry y NOEL T15268328 75500 Al HIP 1 1 Job Reference (optional) C.' ers Truss, Inc., Fort Pierce, FL Run:8.130 a Oct 262D17 Print:8.130 a Jul 2D 2018 MTek Industries, Inc. Fri act 5 14:07:28 2018 P0ggei ID:AhPl7e7BXJ8HSrGr2uyWF2yX6uq-Ghn6_iCFc31SYbVcTOFx8tOkLgOTzpLFFlq"WSWT -130 280 P310 110011.11-3 17.32 22.99 28d-0 33d40 39-00 42.911 6000 ld0 2dL0 S)-10 2d45 11.3 S3-0 Sf.7 567 5d-0 5d-0 39-12 7-2-6 5xB = 6.00 12 5 34 4x12 = 3x5 = 4x6 = 3.4 II 4x8 = 5.6 = 6 35 7 8 9 36 10 37 11 26 4x5 = 3x4 II co 24 uxa ii 346 = 4x6 = 3x5 = 5x6 11 7xl4 = 4x4 II 18 17 16 15 3x4 11 3x10 = 4x6 = 3x8 Scale=1:87.6 14 3x4 II 4x5 = 280i &3-10 I 110.Ti1 k3 1T-32 ( 229-9 2a-0-0 31.60 39,80 I d2 1 SD0.0 Plate Offsets(XY)-- 13�0-0-00-2-57 15:0-6-00-2-8118:03-OEdael 111:0-3-00-2-01117:0-3-80-1-81119,0-2-80-3-41 f23:0-5-00-2-01 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (roc) Utlefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.25 19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.5219-20 >890 240 BCLL 0.0 ' Rep Stress Incr YES We 0.90 Hom(CT) -0.14 24 n/a n(a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.36 19 >999 240 Weight: 287 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except' 3-26,9-18: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 17-19: 2x4 SP M 30, 5-24: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-7 oc bracing. WEBS 1 Row at midpt 6-23, 6-20, 7-19 MITek recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. Qb(size) 13=1568/Mechanlcal, 2=84/0-e-0 (min. 0-1-8), 24=2955(0-11-0 (min.0.3-8) Max Horz 2=566(LC 11) Max Uplift 13=-1023(LO 12), 2-256(LC 12), 24=-2621(LC 12) Malt Grav 13=1747(LC 18), 2=97(LC 21), 24=2955(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=337/339, 333-1734/1055, 4-33= 1720/1221, 4-5=-2844/1666, 534=-2858/1669, 6-34=-2858/1669,635=3293/1696,7-35---3293/1696,7-8=-4096/2714, 8-9=-4096/2714, 9-36=-4068/2700, 10-36=-4068/2700, 10-37-2395/2039, 11-37=-2395/2039, 11-38-2699/2197, 12-38=-2710/2184, 12-13=3236/2513 BOT CHORD 3-25=-1024/1790, 24-25=-711/1026, 22-23=0/1652, 21-22=0/1652, 20-21=0/1652, 19-20-1080/3147, 9-19=367/455, 16-17= 1593/2626, 15-16=-1593/2626, 14-15=-2033/2775, 13-14=-2033/2775 WEBS 17-19-1670/2751, 10-19= 609/1588, 10-17=-875/633, 10-15=-595/291, 11-15-689/947, 12-15-747/853, 12-14=-65f260, 23-24=3018/3896, 5-23=-1042/1610, 6-23=-3117/3038, 6-20-2093r2062, 7-20-992/1162, 7-19= 1390/1155, 4-25=-796/299, 23-25=-3661781, 4-23=-514/1518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL142psh, BCDL=3.Opsf; h--19N; B=911t; L=1151t; eave=13fl; Cat. II; Exp D; Encl., GCpl-0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 11-0-0, Extenor(2) 11-0-0 to 50-0-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panning. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023lb uplift at Joint 13, 2561b uplift at Joint 2 and 2621 Ib uplift at joint 24. LOAD CASE(S) Standard Walter P. Finn PE No,22839 64Tek USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNNO- Vedlydesign paramINessand READ NOTES ON THISAND NCLUDED MREKREFERANCEPAGEMa74T3 rev. 10AUT015 BEFORE USE Design voiid for use any with MiteloID conmoors. this design Is based only upon paameters shown. and Is for an indl ud WadlnO component, not a truss system. Before use, the building designer must verify the apWlcabelly of design parameters and properly Incorporate this arraign Into the overall bulldirgdeslg, Bracing Micaled is to prevent Wckllna oflnilMdual Inure web aril/or chord members only. Addlllonaltempomryondpermanentbracing MOW h always requnetl for slablilly and to prevent collapse wnh pos:Jble personal Injury a property damage. For general guldance regarding the foMcolbn. storage, delNery, erection and braclrg of trusses and Irua systems, seeANWIPII Qually Crdeda, DS949 and R=ItaldOla Component 6904 Pork. East BNd. ap/etxleMrmotblovallade from Tatar, Plot. Institute. 218 N. lee Street. suits 312. Alexandria. VA22314. Terrya, FL 33610 Job Truss Iniss I ype Uty Ply NOEL T15268330 75500 A2 HIP 1 1 Job Reference o tional GI.Mafe I man, Inc., FOF Plates. FL Run:8.130 s Oc1262017 Ptin1:8.13D s Jul202D18 NUTek OMusides, Inc. Fri Oct 514:07:22 2018 Page 1 ID:AhP17e7BXJ8HSrGr2uyW F2yX6uq-8S1dg3FmglxuOCpNisKtl)YOBSTmvc3gANo39hyW SW P 1-fi-Q 2-8-0 10-4-10 13:20 159-i 21-&3 2]-10-2 30-0-0 34-00 3]-0-0 41-]-6 50-0-0 r 61 0 2-e-0 ]-s-10 2-1-6 2-8-1 1.- .2 64-14 25.14 1&0 30-0 4-]-6 I e-040 Style=1:89.1 4x10 = 6.00 12 = 7x8 5x6 = 3x6 = 5x8 = fins 4 6 7 36 8 37 38 9 10 39 11 12 40 6x6 WBG 5 6x8� 1341 4 om 42 3 2 - 1 2 - 21 20 79 14 I< ry o- _ 25 24 23 6 26 4x8 = 6x8 II 3z6 _ 17 16 15 7x14 MIT18HS = 5x10 = 4x10 = 4x5 = 05 = 16 e4 28-0 tOd-10 13UU 14.107 2143 T-10.2 '✓IOU 2.2V 41-]6 SDoO 260 ]E90 2Jb 1-00.] Sll-2 6.1.14 2.514 390 "111 3-0U 04b Bd-10 01011 Plate Offsets(XY) I f2.0-012Edoe1 f2:1-1130-3-4113:0-4-00-2-51 f4:0-4-0Edoel f6:0-5-120-2-01 f12:0-6-00-2-81 flS:0-2-80-2-121122:0-8-120-3-81 f23.0-3-8Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Ioc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.75 Ved(LL) 0.59 3-25 >311 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 15-32 >999 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress [nor YES WB 0.99 HOrz(CT) -0.17 23 n/a Flat BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 302 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 'Except' BOT CHORD 3-26,27-28,28-29,11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 7-23: P4 SP No.2, 7-21,9-18: 2x4 SP M 30 JOINTS OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/sIze) 14=1272/Mechanical, 2=148(0-8-0 (min. 0-1-8). 23=3187/0.10-4 (min. 0-3-12) Max Horn 2=628(LC 11) Max Uplift 14= 737(LC 12), 2= 284(LC 12), 23=-3089(LC 12) Max Gran, 14=1612(LC 18), 2=163(LC 21), 23=3187(LC 1) FORCES. (Ib) -Mi. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-34-4051380, 3-4=-1923/1065, 4-5=-1910/1206, 5-6=-2460/1465, 6-7-3794/2034, 7-36=-1830/42,8-36=-1830/42,8-37=-1830/42,37-38=-1830/42,9-38=-183O/42, 9-10= 2781/1217, 10-39=-2781/1217,11-39= 2781/1217,11-40=-2759/1207, 12-00=-2759/1207, 12-13- 2199/1211, 13-41-2664/1605, 4lA2-2760/1590, 14-42-2854/1582 BOT CHORD 3-25=-968/1969, 24-25=-96411954, 23-24=-813/1268, 21-22=2154/4601, 20-21=0/2270, 19-20=0/2270,18-19=0/2270,11-18=-358/512,15-16-1224/2416,14-15=-122412416 WEBS 5-25=-839/341,5-24=-676/1699,6-24=-19741728,22-24=-589/1695,6-22=-1495/3311, 16-18=-551/2082,12-18=-220/1648,12-16_ 608/0,13-16=-923/1024,13-15=-85/328, 22-23=-3247/4582, 7-22=-2000/2252, 7-21=-2883/2711, 8-21=-041/576, 9-21= 1678Y2064, 9.19=0/259,9-18=-1167/720 Sbuctural wood sheathing directly applied or 3-5-3 cc purlins. Rigid ceiling directly applied or 4-10-14 cc bracing. Except: 10-0-0 oc bracing: 17-16 1 Row at midpl 6-24, 7-23, 7-21, 9-21 1 Brace at Jl(s): 18 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=91It; L=115ft; eave=l3f ; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerlor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 13-0-0, Exterior(2) 13-0-0 to 47-9-0, Interior(1) 47-9-0 to 50-0-0 zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7371b uplift at joint 14, 2841b uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING- VedfydeVgnpaamereme dREAONOTESONTNISANDWCLUOEOMNEKREFERANCEPAGEMU-74M3r .. IOVVY1015BEFOREUSE. Dedgn valid for use only y Mlaels9conneclon.INstlesign bbased oNy upoh parameter shown, and Is loran htllNtlual buildingcomporrent, rat the applicability of design parameters and hcolporate this design Into the overall a truss system. Before. use, the bulldinm designer must verilyd properly bulldesdeshm. Bro hgindLafedlstopreventWcklingofindMduallmswebarxl/orchordmemb moNy. Addlionaltempormyondpelmarlenibraclrxa Miiek' is always required for slablllly and to prevent collapse Min possible personal hjuly and prolsarly domame. For general guldarlce regarding the fabrlcatbn. storage, delivery, erection and bracing of husses and cuts systems. seeANWIP11 Quality Crleda, DS949 and RCSI euldkig Coml7onanf 6904 Parka East Blvd. SafeN/nbemagslovdlade from Tres Rate Institute. 218 N. Lee Sheet Site 312, Alexondda VA 22314. Tamps, % 33610 o FUSS I russ type Uny MY NOEL T15268330 7550D A2 HIP 1 1 Job Reference (optional_ Cfeem Truss, Im., Fort Pierce, FL 4.10 = 7x8 = 6.00 72 Sx6 = 3x6 = Rxe o 6 7 36 8 37 38 9 t0 39 5x8 = 12 4[ Scale = 1:89.1 26 4x8 = 6x8 II 17 16 15 7x14 MITI 8HS = Sx10 = 4.10 = 4x6 = 4x5 = iSB1 LOADING (psf) TO 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/rP12014 GEL TO 0.75 BC 0.74 WB 0.99 Matrix -MS DEFL. Veff(LL) Vert(CT) Horz(CT) in (loc) I/dell Ud 0.59 3-25 >311 240 -0.3515-32 >999 240 -0.17 23 Na Na PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 3021to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc puffins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. Except: 3-26,27-28,28-29,11-17: 2x4 SP No.3 10-0-0 oc bracing: 17-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-24, 7-23, 7-21, 9-21 7-23: 2x6 SP No.2, 7-21,9-18: 2x4 SP M 30 JOINTS 1 Brace at JI(s): 18 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x6 SP No.2 Installation guide. REACTIONS. (lb/slze) 14=1272/1viechanical, 2=14810-8-0 (min. 0-1-8), 23=318710-10-4 (min. 0-3-12) Max Horz 2=628(LC 11) Max Uplift 14= 737(LC 12), 2= 284(LC 12), 23_ 3089(LC 12) Max Grav 14=1612(LC 18), 2=163(LC 21), 23=3187(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-405/380, 3-4_ 1923/1065, 4-5= 1910/1206, 5-6=-2460/1465, 6-7=-3794/2034, 736=-1830/42, 8-36= 1830/42, 8-37=-1830/42, 3738=-1830/42, 938=-1830/42, 9-10=-2781/1217,10-39=-2781/1217,1139=-2781/1217,11-40=-2759/1207, 12-40= 2759/1207, 12-13_ 2199/1211, 13-41=-2664/1605, 41-42= 2760/1590, 14-42=-2854/1582 BOT CHORD 3-25=-968/1969, 24-25=-964/1954, 23-24= 813(1268, 21-22=-2154/4601, 20-21=0/2270, 19-20=0/2270, 18-19-0/2270, 11-18=358/512, 15-16= 12242416, 14-15=-12242416 WEBS 5-25=-839/341, 5-24=-676/1699, 6-24=197V728, 22-24=-589/1695, 6-22= 1495/3311, 16-18=-551/2082,12-18= 220/1648,12-16=-608/0,13-16=-923/1024,13-15=-85/328, 22-23=-3247/4582,7-22=-2000/2252,7-21=-2883/2711,8-21=-441/576, 9-21=-1678/2064, 9-19=0/259, 9-18=-11671720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL.=42psf; BCDL=3.Opsf; h=19it; B=91 it; L=115ft; eave=l3f ; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1.6-13 to 6-0-7, Inte lor(1) 6-0.7 to 13-0-0, Exterior(2) 13-0-0 to 47-9.0, Interior(1) 47-9-0 to 50-0-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. Walter P. Finn PE No.22939 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. MTek USA, Inc. FL Cad6634 7) • This truss has been designed for a live load of 20.Opsf on the bottom Chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Data: 8) Refer to girder(s) for truss to truss connections. October 5,2018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 737lb uplift at Joint 14. 2841b uplift at JQ WARNING-VedfydeslgnpammeremandflEAD NOTES ON THIS ANDINCLUOEVIAEKNEFEBANCEPAGEMII-T4"mt, RM?VISBEFONEUSE �■r Dadgn valltlforum onlyvAM MRekH connectors. Itascesm bba.^.edoNyaVon luaramatets shown. antl is form indIddual WHOM component.not a truss system. Before use, Itre bundling designer must verify fire appilcablllly of design parameters and propeiry Incorporate Ihls down Into the overall lutnc rgdesign.&acing Odlcated is topreventbuckling of lndlviciml truss web and/or chord members only. Additional tempomrymdpermanentbrming ■•�Yw■` MiTek' h always required for slaWttyantl to prevent collapse with poss0xe personal mpAyaM propeM tlanage. forgeneralgudmceregadngihe feencafion, storage, delivery, erector, and bracing of ausesond tmssyslems. meAN9M m CUORyc@etb, Dam? arM Bm Boadalg Component 6904 Parke East Blvd. SaletV hfonnalbrnvallode from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Tanya, FL 33610 Job • russ i ruse ype y NOEL T15269331 75500 A3 HIP 1 1 Job Reference (optional) ChVlcars Truss, Inc., Fod Pierce FL Jul 7x8 = 6.00 12 5z6 = ax6 = 618 -Sxb = Scale=1:89.1 cg�al 23 3x5 = Sx8 INS 6x8 = 16 15 = x5 p= 6B= 4x5 = BziD = 4x8 II 1745 LOADING (fast) TCLL 20.0 TOOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.70 BIG 0.70 W B 1.00 Matrix -MS DEFL. In (lot) Well Ud Ved(LL) 0.56 3-22 >361 240 Ved(CT) -0.32 15-35 >999 240 Horz(CT) -0.15 20 Na n1a PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 320 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.5-8 oc purlins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rlgld telling directly applied or 5-11-8 oc bracing. Except: 3-23,24-25,26-27,10-16: 2x4 SP No.3 6-6-0 oc bracing: 18-20 WEBS 2x4 SP No.3'Except' 10-0-0 oc bracing: 17-18 7-20: 2x6 SP No.2, 7-18,10-18: 2x4 SP M 30 WEBS 1 Row at midpt 6.21, 12-17, 7-18. 10-18 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 18 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 Ste No.3 be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/siie) 2=176/0-8-0 (min. 0-1-8), 14=1123/0-8-0 (min. 0-1-15), 20=331310-10-7 (min. 0-3-15) Max Harz 2=690(LC 11) Max Uplift 2=-278(LC 12), 14-573(LC 12), 20=-3349(LC 12) Max Grant 2=190(LC 21), 14=1633(LC 18), 20=3313(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-517/425, 3.36=-1885/940, 36-37- 1871/1015, 4-37=-1871/1025, 4-5=-1864/1132, 5-6=-294811624,6-7=-3194/1749, 7-38=-1724/0,3"9= 1724/0, 8-39=-1724/0, 8-9-1724/0,9-40=1724/0, 1D-40=-1724/0, 10-11=-2029/557, 11-12=-2218/449, 12-13=-2698/1109, 13-41= 2710/1107, 41-42- 2809/1106. 14-42=-290811094 BOT CHORD 3.22=-893/1954, 21-22= 890/1940, 20-21-1420/3161, 19-20=-1749/3914, 19-43= 1749/3914,18-43=-1749/3914,18-44=0/1853,17-44=0/1853,10-17=-395/267, 14-15= 808r2468 WEBS 5-22=781/348,5.21=-729/1734,6-21-1239/406.7-20=-2023/2465,15-17=79142413, 12-17_-812/1129,6-20=-1133/2597,7-18=-2815/2429,8-18=-6257792,10-18-1091/1616, 11-17=-362/833 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91 it; L=115ft; eave=lift; Cat. It; Exp D; Encl:, GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-1.6-13 to 6-0-7, Interior(1) 6-0-7 to 15-0-0, Exterlor(2) 15-0-0to 45-9-0, interior(1) 45-9-0 to 50-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. Walter P. Finn PE No,22819 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cad 6634 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 6904 Parke East BNd.Tampa FL 33610 will fit between the bottom chord and any other members, with BCDL = 10.0psf. Date: 8) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 278lb uplift at Joint 2, 5731b uplift at Joint 14 and 3349 Ib uplift at joint 20. October 5,2018 A WARNNG- Vedrydesign pararuds. and READ NOTES ON THIS AND lNCLUDEDAVEKREFERANCE PAGEM 7473me letIYlOISSEFOREUSE Design void far use oNyWh MllelsDoonrectom The design is based only upon parameterss shown, and is for an U'vIlAduct Wroflog component.net �R L a Vuss system. Before use, the bulidi designer must vedy the applicability of design parameters and property Incorporate Ihls design Into the overall is buckling Individual truss web and/or chord members only. Additlonal temporary and permanent bracng MiTek' buedirg design. Brac6lg Indicated to prevent of 5 dways regalfetl(Or EtablllW and to prevent C06ape0 Wlh PassRlle persorwl QtJuyardpropedydamage. FOrgan09 ndOCSIereefing Co ltle fabricatbn storage, tleilvery. erection and brunt of truss s. CANM, DSB-0g and EC518Dgdllg Component 6904 Parke Ent Blvd. 18 N. Land l Wt. 31 Al..OU1P11 VA MW, SaNrygWnnofbmvalode (tom Truss Raie Ins11Me, 2f 8 N. Lee sheet.9rlte 312lVexantlA¢ VA 22314. Terrye, FL 33610 o fuss ruse I ype y NOEL T15268332 75500 A4 HIP 1 1 Job Reference (optional) Ch J ers Trues, Inc., Fort Pierce, FL Sx12 VT1OHS = 6.00 12 &a = 510 = 6x8 6 738 39 8 40 9 41 10 Style = 1:89.2 24 3x6 = 3.6 = — 6x8 = 16 15 4x5 = 6x8 = 6x8 = 6k8 _ Sx6 = 4.5 = 48 II 1e S1 2e-0 tOd9 17 &1 2448 5d-2 30-00 33-00 P d4]-5 5000 2e-0 ]-&9 67.7 A 5-11-7 9-to d-9-0d 2&0 -0 74'- BA-119 0-4-1 Plate Offsets(X)1— f2:0-0-12Edne1 f2'0-0-4Edael (3:0-4-00-2-51 (4.0-3-7,Eda91 (6:0-9-80-2-41 f9:0-5-80-2-41 if 7.0-6.40-3-81 LOADING (psi) SPACING- 2-0-0 CSI, DEFL. In Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.52 3-23 >412 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.71 Ven(CT) -0.28 15-36 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 039 Horz(CT) -0.15 20 n/a We BCDL 10.0 Code F13C2017/TPI2014 Matrix -MS Weight: 342 lb FT=20% LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins. BOT CHORD 2x4 SP M 30'ExcepV BOT CHORD Rigid telling directly applied or 5-7-7 oc bracing. Except: 3-24.26-27,10-16: 2x4 SP No.3 5-8-0 oc bracing: 19-20 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 18-19 7-20: 2x6 SP NO.2, 7-19,9-19: 2x4 SP M 30 WEBS 1 Row at midpl 5-21, 6-21, 9-18, 12-17, 7-20, 7-19, 9-19, OTHERS 20 SP No.3 6-20 WEDGE JOINTS 1 Brace at JI(s): 19 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=187/0-e-0 (min. 0-1-8), 13=116710-8-0 (min. 0-2-1),20--3367/0-8-0 (min. 0-4-0) Max Horz 2=769(LC 11) Max Uplift 2=333(LC 12), 13= 702(LC 12), 20=-3376(LC 12) Max GraV 2=222(LC 18). 13=1744(LC 18). 20=3367(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-601/518, 3-37= 1632/1049, 4-37-1618/1153, 4-5= 1602/1166, 5-fi=-295611832, 638=-2693/1653, 738= 2693/1653, 739= 1557/250, 839=-15571250, 8-00=-1557/250, 40-41=-1557/250, 9-41-1557/250, 9-10=-2057/456, 10-11-2034/265, 11-12= 2147/239, 12-42=-2682/886,13-42=-2871/869 BOT CHORD 3-23=-851/1908, 22-23=-847/1894, 21-22---847/1894, 20.21=-1560/3379, 20-43-155613504, 43-44— 1558/3504, 19-44= 1558/3504, 19-45=0/1514, 45-46=0/1514, 18-46--0/1514,17-18=0/1604,10-17=-306/332,15-16_ 65/297,13-15=-571/2423 WEBS 5-23=-824/365, 5-21=-852/1996, 6-21-982/144, 9-18-122911331. 10-18-781/1075, 15-17=-511/2146.12-17= 86211108. 7-20=-1936/2435, 7-19— 2436/2084, 8-19=-566/747, 9-19=-1107/1556,6-20=-986P2457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=19f1; B=91f; L=115ft; eave=13ft Cat. II; Exp D; Encl.. GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Inledor(1) 6-0-7 to 17-0-0, Extedor(2) 17-0-0 to 43-9-0, Intedor(1) 43-9-0 to 51-6-13 zone; porch left exposed;C-C for members and forces 8 MNFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. Walter P. Finn PE No.22839 5) All plates are 3M MT20 unless otherwise Indicated. Mink USA, Inc. FL Cod 6634 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 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 Date: WIII fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3331b uplift at joint 2, 702lb uplift at joint October 5,2018 ®WARNING- Vedly design parameters and HEAD NOTES ON MIS AND INCLUDED MIEK REFERANCE PAGE 418-7473 rov. IbDM42015 BEFORE USE. Design valid for use only with MITuM connectors. Nis design 6 based only upon patamelere shown, and is for an YMlvidual Wilding component. rat �� a buss system. Before use, the building designer must vertfy the apoicoblity of design narometeis and proporly Incorporate this design Into the overall blaingdeslgn. Wactg Indicated is to prevent buckling ofmcivldual imseeeb and/or chard members only. Addllk>nallernmraryandpb eunaneniaclrxl Ls MiTeke Is always requaed far Mouth, antl to pevent collapse with poslble personal Injury and poinedy damage. For general gddance te1larcarlg me fabkatbr storage,delivery, erection antl,rocing of loses and Bove wslems. seeANWMN QMMyQ M, DS"9 and SCSI f/alcong Component 6904 Parke Ew BNd. setsty mtomraf eNovallable from Tuns Rate Institute, 218 N. Lee Sheet. Suite 372. Arexandrla, VA 22314. Tarrya, FL 33610 Job rust I ru Cry Ply NOEL T15268332 FJob 7550D A4 HIP 1 1 Reference (optional er`n06m Tess, Inc., Fen Pierce, FL 8.130 s Jul 202018 MITek Indurailes, Inc. Fri Oct 5 14:1429 2018 Page 1 ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-RgjGL11KSG4jYIBW exJhfKgZYnn6FOC31JGH0y W SPu 1-6-0 2-fL0 104-9 1]SO e-5.1 25d2 3P4-0 330.0 41-]-5 5000 t- 1d0 280 7-&9 e]-) LSl4&14 2-8-0 ]d-5 6411 1S0 Scale - 1:89.2 5x12 MT1BIAS = 6.00 FT 8Y8 = 5x8 = 6x811 6 738 39 8 40 9 4110 24 3x6 = 3x6 = '- 6x8 = -- 16 15 4x5 = 6x8 = 6x8 = 6x8 4x5 = 4xS II LOADING (ps') TCLL 20.0 TCDL 15.0 BCLL 0.D BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CS'. TO 0.65 BC 0.71 WB 0.79 Matdx-MS DEFL. in (too) Udell Ud Vert(I-Q 0.52 3-23 >412 240 Vert(CT) -0.28 15-36 >999 240 Horz(CT) -0.15 20 IV, n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 342 lb FT=2096 LUMBER- SPACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puriins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. Except: 3-24,26-27,10-16: 2x4 SP No.3 5-8-0 00 bracing: 19-20 WEBS 2x4 SP No.3 *Except' 10-0-000 bracing: 18-19 7-20: 2x6 SP No.2, 7-19.9-19: 2x4 SP M 30 WEBS 1 Row at midpl 5-21, 6-21. 9-18, 12-17, 7-20, 7-19, 9-19, OTHERS 2x4 SP No.3 6-20 WEDGE JOINTS 1 Brace at Jt(s): 19 Left: 2x4 SP NO.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabllizer Installation guide. REACTIONS. (lb/size) 2=187/0-8-0 (min. 0-1-8), 13=116710-6-0 (min. 0-2-1), 20=3367/0-8-0 (min. 0-4-0) Max Herz 2=769(LC 11) Max Uplift 2=333(LC 12), 13= 702(LC 12). 20=3376(LC 12) Max Grav 2=222(LC 18), 13=1744(LC 18), 20=3367(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-601/518, 337=-1632/1049, 4-37=-1618/1153, 4-5=-1602/1166, 5-6=-2956/1832, 6-38=-269311653, 738=-2693/1653, 739= 1557/250, 839=-1557/250, 8.40=-1557/250, 40-41= 1557/250, 9-41_ 1557/250, 9.10=-2057/456, 10-11= 2034/265, 11-12=-2147/239, 12-42= 268MI36, 13.42=-2871/869 BOT CHORD 3-23=851/1908, 22-23= 847/1894, 21-22=-847/1894, 20-21= 1560/3379, 20-03— 1558/3504, 43-44— 155813504. 19-44— 1558/3504, 19-45=0/1514, 45-06--Wl514, 18-06=0/1514, 17-18=0/1604, 10-17=-306/332, 15-16= 65297, 13-15=-571/2423 WEBS 5.23=-824/365, 521=-852/1996,6-21=-982/144, 9-18=1229/1331, 10-18— 781/1075, 15-17=-511/2146,12-17= 862/1108,7-20=-19362435,7-19=-2436/2084,8-19=-566/747, 9.19=-1107/1556,6-20=-986/2457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; ,Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=91 ft; L=1151t; eave=13fh Cal. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, intedor(i) 6-0-7 to 17-", Exterior(2) 17-0-0 to 43-9-0, Intenor(1) 43-9-0 to 51-6-13 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333lb uplift at joint 2, 7021b uplift at jolnt Walter P. Finn PE No.22839 fdlek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 QWAHNING-VbrUydesfmsparamefersandnEAD NOTES ON TN/S AND WCLUDEDMNEKNEFERANCEPAOEM 7473mfOMYNI50EFOAE USE Design valld for use only Warr MneMconneclon. inls tlesign K based only upon parameters shown, and Is for an lrrdlvldual building component. trot �r' ■` a truss systemre bW . Before use, line designer must verify the appllcabinly of design Parameters and pfopedy Incorporate this design Into the overall buadirxl dell Bachg intllcated Is to prevent WcIrIm of Individual Buss web and/or ctrord members only. Adtlltional temporary and Permanent bracing MiTek' Kalways regWred(«stabum/orw to prevenicdlcpse wnn possrde personal tr0ury arrd aopeM da�ym�e. For genera gWdance reg«cLrg trio brodrg of DSed9 crud SCS1210der80omponenf lade 0re East Ntl. So (nfopntalloe. rgvall from Tron am Morita ImIiMe. 218N Lee Sneel Suite 312 ae�na VA2231�ero, Terrye8F 33610 Job • russ Inuss type city ply NOEL T15268333 75500 ATA ATTIC 3 1 Jab Reference (optional) G:ROens Truss, Inc., Fort Pleme, FL Run: 8.130 a Oct 262017 Print: 8,130 s Jul2D 2018 MiTek Industries, Inc. Fri Oct 5 14:07:432018 Page 1 ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq.KZBn7gNg4gwKru9UrfOSF2VKttCJ_gXSibz82YyWSWE 11-0-0 19.1-12 284-0010410.0 1514-22 1W15-01-0-0L6 3-1 0-0-5 4x4 = 0 1 7 Scale=1:54.0 6.00 12 2x3 II 4x6 = Sx6 W8= 2x3 II 4x6 II LOADING (psf) SPACING- 2-0-0 C81. DEFL. In (loc) Voefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Verl -0.74 15-17 >478 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.87 15-17 >404 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.09 11 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Attic -0.36 14-15 273 360 Weight: 1551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-10-10 oc pudins. BOT CHORD 2x4 SP M 30'Except- BOT CHORD Rigid ceiling directly applied or 5-5-13 oc bracing. 13-16: 2x4 SP M 31 JOINTS 1 Brace at JI(s): 18 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer SLIDER Right 2x4 SP No.3 2-6-0 Installation guide. REACTIONS. (Ib/size) 2=151410-8-0 (min. 0-2-2), 11=1402/Mechanical Max Horz 2=485(LC 11) Max Uplift 2- 1038(LC 12). 11=-855(LC 12) Max Gran, 2=1799(LC 18), 11=1676(LC 19) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-26=-310711987, 3-26- 2959Y2000, 3-27=-2602/1739, 4-27=-2569/1740, 4-5=-2501/1753, 5-6=-543/449, 6-7-5601456, 7-28=-2480/1803, 8-28= 2548/1792, 8-29=-2561/1790, 9.29=-2581/1769,9-10=-2805/1975, 10-11=-1086/666 BOT CHORD 2-17=-166813012, 16-17=-166813012, 15-16=-1668(3012, 14-15=-1168/2389, 13-14= 1557/2410,12-13=-1557/2410,11-12=-1557/2410 WEBS 3-17,= 97/282, 3-15-835/643, 5-15=-339/776, 7-14= 310/664, 9-14- 631/500, 5-18-1848/1390, 7-18= 1848/1390 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=19ft; B=91ft; L=115B; eave=13fC Cat. II; Exp D; Encl., GCpi=9.18; MW FRS (directional) and C-C EMedor(2)-1-6-13 to 6-0-7, Intenor(1) 6-0-7 to 15-M. Exterior(2) 15-0-0 to 22-7-3 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-18, 7-18 7) Bottom chord live load (40.0 pso and additional bottom chord dead load (5.0 psf) applied only to room.14-15 8) Rotor to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1038 Ib uplift at Joint 2 and 855 Ib uplift at Joint 11. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNMG- Vedry design parameters and READ NOTES ON MIS AND WCLUDED MITI REFERANCE PAGE MP7473 rev. 1000a2015 BEFORE USE Dedgn valid for use only vein Mil.kO connectors. This dedgn h based only upon paramefers shown, and Is for an IMlvlduai toddling component not ��- a Russ system. Before irce, the bantling designer must verify the appllcabllily of design parameters and propetly Incorporate Ihls dedgn Into the overall bAtlegdeslgn. Wwhg[Wd atedistopreveniWcklhOoff Wlvkivallwzweband/orcfardmembersoNy. Addlibnallempororyandpermanenibracing Welk' Is sways regaled for Mab011yand to prevent collopse wVh poscore personal lnkxy antl property damage. Fw general guidance regararg me fabkabn,storage. delNery erection arW backg of lnssesand inns systems. seeAtlSl/fPll Ou.My CAfnb.DS"9.r BC51Bu9dbg Component 6904 Parke East BMtl. SONIyfnlortnOlbmvalable ham truss Plate IeOffufe. 218 N. tee Street Sutte 312. Rexand4a, VA 22314. Tanya, FL 33610 Job Truss truss type Uy Ply NOEL T15269339 75500 ATB ATTIC 4 1 I Jab Reference (optional) Chambers Truss, Inc., Pon Pierce, FL pun: 6.130 s at 262017 Print: 8,130 a Jul 20 2018 MiTek Industries, Inc. Fn Oct 514:07:462018 Pagel ID:AhPI7e7BXJ8HSrGr2uyW F2yX6uq.k8NmsOYNhlviMt3Xoagtg7mW SALBzluOZBoetyW SW B 11-0 D 19-1-12 -1-60 6-8.2 10-104 10- -11 15-0-0 19-0-0 19 -5 26.3J 1.6-0 6.8.2 42-2 0- -7 4D0 4-0-0 0- 6 ]-1-11 0-0-5 4x4 0.1.7 Scale - 1:52.9 I = 6.00 12 3x4 = 2x3 II 6x8 MT18HS= 4,01 = 3.4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. In (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.82 Ve t(LL) .0.92 11-13 >340 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.38 11-13 >227 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES We 0.84 Horz(CT) 0.14 19 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Attic -0.52 10-11 192 360 Weight: 142 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc puffins. BOT CHORD 2x4 SP M 30'Except* except end verticals. 9-12: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/slze) 2=136010-8-0 (min.0-1-15), 19=1242/0-3-8 (min. 0-1-8) Max Horz 2=-425(LC 10) Max Uplift 2= 940(LC 12), 19=-737(LC 12) Max Grav 2=1636(LC 18). 19=1492(LC 19) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-20=-2794/1719, 3-20=-2646/1731, 3-21=-2084/1405, 4-21=-2065/1406, 4-5=1999/1418, 5-6-417/349, 6-7=-599/441, 7-22- 1947/1239, 8-22= 2108/1223 BOT CHORD 2-13=-1651/2703, 12-13=-1651/2703, 11-12-1651/2703, 10.11=-997/1886, 9-10=-217/279 WEBS 3-13=-167/356, 3.11= 1050/841, 5-11-303(736, 7-10=-43/312, 5-14=-1417/1080, 7-14=-1417/1080,8-10-904/1900,8-19=-1550/994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0psl; h=19ft; 6=910; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exanor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 15-0-0, Exlerior(2) 15-0-0 to 22-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT26 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load noncontatmant 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 tit between the bottom chord and any other members. 6) Calling dead load (5.0 psf) on member(s). 5-14, 7-14 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pst) applied only to room. 10-11 8) Bearing at joint(s) 19 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 lb uplift at Joint 2 and 7371b uplift at ' Joint 19. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22039 MITak USA, Inc. FL Cad 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WAFNNG- Vedrydesign parameters and6EADNOTES ON TNISANDINCLUDED MUEKNEFEaANCEPAGE1119-74n. laRAVtaISHEFONE USE valid for use only with MITeMlN O connectors. sdeMgn is based only upon Parameters shown, and Is form hdiwldud burfds l comiament, ref a buss system. Before'mo. the bulldirg designer must warty In appllcabilry o(deslm parameters and popery Incorporate rub design Into me overall buldr eingn. Brmhglndlcded topeventWCMingOfindMdudtmmw bcr /pcterdmembersoNy. Addlionoltempararyandpeimarrameracing 6dwaysregk4 faslabllllya topevenlcollapsewlihpo epersonalhlluryoWpoperrydamage. Forgeneralpuklartceregadngme labicdkut starape,delivery, erection rsstl bra:aig of tomes and imasystems seeAN5Vryll OualEyCAetb, OSEdP and Bf3l EUltlhy ComPaa�ni SaMfylNomlalbmvdlade from Truce Rate institute, 218 N. lee Street: Site 312, Alexandra, VA 22314. Nil MiTek' 6904 Parke East BNd. Terrya, FL 33610 Job . I Was I ype y NOEL T15268335 75500 B ROOFSPECIAL 1 1 Job Reference (optional) uaa,�rv, rim, rL dun:u.wus uazE2u1]PMI:b. 130SJgl2o2018M1leklnauwae5, inc. F11MI 51407512D1a Pa9e1 ID:AhPI?e7BXJOHSrGr2uyW F2yX6uq-56gopZThB7wCo7mldLAKakreX6ynsDUdYgvZK5yW5W 6 1-6-0 241-0 10-040 18.54 25.0.0 30-00 36 -8 3E10.0 40.1141 45-3-9 4B-it-3 7-8-/1 8-0-] -9- 5-9-8 5-00 0.5-8 6041 4-1-8 4-0-2 4-7-00 4x5 = 6.00 FIF M - 6x8 G 40 6 41 5x8 = 942 26 Sx8 = �V .� 3x5 - 4.6 = 4.6 = 6x8 = 3x6 = 19-28 2�80 5S iP4-10 1e4-0 18 -0 24-4.8 2 -0.0 30d0 3Qe 36-000 d01 b8 d539 dB 11.3 zeo dBl 7d5 0 1 52-0 07 s�o a5�a soa d-1-a 4<s �d-]-m a9 7 Scale=1:97.6 OHS= 37 j d 1p lm Plate Offsets (X,Y)- 13:0-2-13 0-2-121 17:0-6-0 0-2-81 19:0-5-4 0-2-01.111:0-5-4 Edgel 113:0-7-12 Edgel 115:0-2-0 0-2-01 LOADING (Pat) SPACING- 2-0.0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) 0.69 3-25 >312 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.5116-17 >744 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) -0.23 23 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 351 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc puilins, except BOT CHORD 2x4 SP M 30 *Except* end verticals. 3-26,27-28,28-29,29-30,10-18:2x4 SP No.3 BOTC14ORD Rigid ceiling drectly applied or 6-0-0 cc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-7-0 oc bracing: 21-23 6-23,3-3: 2x6 SP No.2, 13-14: 2x4 SP M 30 10-0-0 oc bracing: 19-21 OTHERS 2X8 SP 240OF 2.0E WEBS 1 Row at midpt 11-17. 6-23. 4-23. 7-22. 9-19. 9-17, 8-21, 9-21, 6-22 2 Rows at 1/3 pis 7-21 JOINTS 1 Brace at Jl(s): 21 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=14210-8-0 (min. 0-1-8), 23=346910-8-0 (min. 0-4-1), 37=928/0-7-4 (min. 0-") Max Horz 2=661(LC 11) Max Uplift 2_ 162(LC 8). 23=-3714(LC 12). 37=-357(LC 12) Max Grav 2=203(LC 21), 23=3469(LC 1). 37=1290(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3>655/445, 3-38= 202311123. 4-38= 2009/1222, 4-39=-3353/1800, 5-39= 3348/1813. 5-613326/2027, 6-7=-2487/1354, 7-40=-1196/441, 8-40=-1196/441, 8-41= 11961441, 41-42= 11961441,9-02=-1196/441, 9-10=-3285/287,10-43= 3072/63,11-43---3162/53, 11-12= 3197f737, 12-13=-3197/737 BOT CHORD 3-25=-979/1792, 24-25=-975/1778, 23-24=-975/1778, 22-23=-157a(3179, 22-44= 1417/2975,44-45=-1417/2975,21-45=-1417/2975, 20-21=0/1110, 20-46=0/1110, 19-46=0/1110,10-17=-563f749,16-17=-649/5287,15-16=646/5292,14-15=-146/444 WEBS 4-25= 799/346,11-17=-266lf740,6-23= 2775/3342,4-23=-857/1849, 7-22= 1893/2744, 17-19=0/1117, 9-17= 957Y2574,8-21=-487/627,7-21=-2322/1898,9-21=-1156/1582, 13-15= 644/2971,12-15- 324/366,11-15= 2228/21,6-22=-211411717,13-37= 1592/485 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=91 ft; L=115B; eave=131t; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 19-2-8, EMedor(2) 19-2-8 to 38-4-11, Intedor(1) 38-4-11 to 40-11-8 zone; porch tell exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyothertive loads. 7) ' This truss has be6n designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6934 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNWG- V-edlydmdgnpzmmetvmand READNOTESONTN/SANDMCLUDEDM?EKREFERANGEPAGEM 7473mv. 101132015BEFOREUSE Desigh Vaud for use odywth tv91ex9connectors. This design 3 based only upon parameters shown. and Is for an hsd Adual bUllding coov orient, not � a truss system. Before use, me bullNng designer must vedrythe applloabelty of tlesign parametersand properly Incorporate Ihh design Into the overall Mile! buadlWceslgn.&achglndlcafedIstoprevent buckling oflMMduNhussweb and/or chord membersody. Addlllonaltemreroryantlperreanentbr.1nig h always required! for stablllfyarW to prevent collapse with passible personal hjury mx1 properly damage. Fm general guidance regardng Ste fabdcalion, storage, delivery, erectksnond bracing of trusses and texas systems. seeAMMLI Oua15y Cdbrb,DSB-0g and I1=90dary Component 6904 Parke East Olva. Salefytrdoanatio n dlable from Truas Rate tnstlWe.2)B N. Lee Slreel, Suite 312. Alexandria VA 22314. Tanga, FL 33610 Job • Truss truss type MY NOEL T15268335 75500 B jUty ROOFSPECIAL i 1 Job Reference (optional) Cb meers Truss, Inc., Fort Plerce, FL 45 = 6.00 F12 &a 6x8 G 6 7 Sxe = 40 8 41 942 26 I. .-, . 5x8 _ 3xS — 4x6 = 46 = 6xe = 3x6 = 19-28 Z80 S 1Od40 18'" 1e 1 2dde 2 0 30-0-0 30. 8 331a0 d0118 dS9B 49-0L3 280 8 6118 788 o i s 07 6d-0 Oise 6ae d98 4-02 44-00 D9-7 Scale =1:97.6 8HS= 37 0 'Ia I 1 Plate Offsets(XY)-- f3'0-2-130-2-121)7:0.6-00-2-8119:0-5-40-2-01111:0-5-4Edcle] fl3:0-742Edgel f75:0-2-00.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 VerULL) 0.69 3-25 >312 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.51 16-17 >744 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) -0.23 23 nfa nfa BCDL 10.0 Code FBC2017ITP12014 Matdx-MS Weight: 351 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc pudins, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 3-26,27-28,28-29,29-30,10-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except' 5-7-0 oc bracing: 21-23 6-23,3-3: 2x6 SP No.2, 13-14: 2x4 SP M 30 10-0-0 oc bracing: 19-21 OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at mldpt 11-17, 6-23, 4-23, 7-22, 9-19, 9-17. 8-21, 9-21. 6-22 2 Rows at 1/3 pis 7-21 JOINTS 1 Brace at Ale): 21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=14210-8-0 (min. 0-1-8),23=3469/0-8-0 (min. 0-4-1),37=928/0-7.4 (min. 0-1-8) Max Horz 2=661(LC 11) Max Uplift 2=-162(LC 8), 23— 3714(LC 12), 37=-357(LC 12) Max Grav 2=203(LC 21), 23=3469(LC 1), 37=1290(LC 18) FORCES. (lb) - Max. ComplNtax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 655/445, 3-38= 2023/1123, 4-38= 2009/1222, 4-39=3353/1800, 5-39= 3348/1813, 5-613326/2027, 6-7=-2487/1354, 7-40-1196/441, 8-40=-1196/441, 8-41=1196f441, 41A2= 1196/441, 9-42-1196/441, 9.10=-3285/287, 10-43=-3072/63, 11-43=-3162/53, 11-12= 3197/737,12-13=-3197/737 BOT CHORD 3-25=-979/1792, 24-25= 975/1778, 23-24-97511778, 22-23=-1578/3179, 22-44= 1417/2975, 44-45-141712975, 21-45— 1417/2975, 20-21=0/1110, 2046=011110. 19-46=0/1110, 10-17= 563/749,16-17=-649/5287,15-16=-646/5292,14-15=-146/444 WEBS 4-25=-799/346, 11-17-2661/740, 6-23=-2775/3342, 4-23= 857/1849, 7-22-1893/2744, 17-19=0/1117, 9-17-95712574, 8-21=-487/627, 7-21=-2322/1898, 9-21= 115611582, 13-15=-644/2971,12-15=-324/366, 11-15=-2228/21, 6-22=-2114/1717, 13-37= 1592/485 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TODL=4.2psf, BCDL=3.Opsf, h=19f ; B=91 fF, 1_=11511: eave=13ft; Cat. II; Exp D; Encl., GCpl=0.18; MIN FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 19-2-8, Extedor(2) 19-2-8 to 38-4-11, Intedor(1) 38-4-11 to 40-11-8 zone; porch left exposed;C-C for members antl forces $ MWFRS for reactions shown; Lumber DdL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has be6n designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Walter P. Finn PE No.22839 MITek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING. Vm1yde gnpammafm antl READ NOTES ON TNNB AND INCLUDED MDEKREFERANCE PAGEU&74TJ rev. MIKD2016BEFOREUSE valid tot use only with MdekvaohnecloM. iNs dedgn h based only upon parameters stawn, antl Is form 9ld1vidual buadlhg component, not NotDesign a Inns system. Before me. the b0ofing designer must verify the applecrin llty of design parameters anal property Incorporate this design Into the overall MIrOing design. Bracing indicated Is to prevent buckling of Individual tlussweb andforchord members only. Addlllonal temporaryand permanent bracing MiTek' Is always mqui for staWtlyond to prevent collapse win possple personal Imlay, and property damage. For general glatlance regardg the mib ctlon, storage. delivery, erection and bracing of Imsses cnd Puss systems saeANSBW11 CurreyC esdar, DSB49 and BCSI Binding Companenl 6904 Parke Ewt Blvd. SaleylNennalbmvWade from Truss Rate ImMote. 218 N. Lee SfreeL Sum 31Z Alexandda VA U314. Tarrya, FL 33610 o - use ruse I ype uty Ply NOEL T15268336 75500 B1 e00FSPECWL 1 1 Job Reference (optional) Ili.. s runs, ms., non Warta, rL 8.130 s Ju12D 2018 MITek Indusides, Inc. Fd Oct 5 14:15:432DIS Page 1 ID:AhP17e7BXJeHSrGr2uyW F2yX6uq.GVBEtySI190DOfrkzTe0iGOETNi GSgk64GEXtky W SOk 1-SO 241-0 10-0-10 18d-1 21-2-e 28-B-e 0-0 36-10-0 -11- 443-9 48-013 24l-0 7-e-11 B-0-T 2-9-] ]-]-0 G-8 6-6-0 2-1-a 5-02 S]-10 Scale =1:98.6 5.8 MT18H5 = 6.00 12 ]� z, 1 7 8 38 n 35 N 149 1 45 = 4k8 II 24 619 = ]xe = _-= 4ziD = M5xa MT16HS = 3x6 = 21-28 28-0 243-0 I 18d-0 16{'1 24dA O66Ed0-0-0 I382At1dA0 2808 ]A11 4Sy68d43.9 49-013 54.2 I S]-10 i Plate Offsets ()l,Y)- [2:0-0-12,Edge], [2:0-0-4,Edge], [3:0-4-0,0-2-5], [6:0-2-4,0-1-121, f7:0-5-8,0-2-41, (8:OA-8,0-1-12], [12:0-3.12,03-0], [16:0-2-8,0-3-01, [20:03-B,Edge), [22:0-3-14 Edgel LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (lot) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.97 Vert(LL) 0.62 3-23 >351 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3917-18 >983 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES We 0.98 Horz(CT) -0.20 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matix-MS Weight: 345 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD 2x4 SP M 30'Except' BOTCHORD Rigid ceiling directly applied or6-0-0 oc bracing. Except: 3-24,25-26,26-27,27-28,9-17: 2x4 SP N0.3 5-8-0 oc bracing: 20-21 WEBS 2x4 SP No.3'Except* 6.0-0 oc bracing: 18-20 7-18:12x4 SP M 30, 6-21: 2x6 SP No.2 WEBS 1 Row at midpt 7-20, 7-18, 8-18, 6-21, 4-21, 16-18, 8-16 OTHERS 2x8 SP 2400F 2.0E 2 Rows at 1/3 pis 6-20 WEDGE JOINTS 1 Brace at Jt(s): 20 Left: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=179/0-8.0 (min. 0-1-8),21--3410/03-0 (min.D-4-0),35=949/0-7-4 (min. 0-1-8) Max Horz 2=708(LC 12) Max Uplift 2=-158(LC 8), 21— 3733(LC 12), 35=358(LC 12) Max Grav 2=226(LC 21). 21=3410(LC 1). 35=1280(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 725/471, 336- 2040/1051, 4-36=-2026/1147, 4-5=-3423/1725, 5-37-3410/1801, 6-37= 3406/1941, 6-7-1918/950, 7-8=-1182/119, 8-38-3356/346. 9-38=-3366/316, 9-10=3108/13, 10-11-2341/515, 11-12= 2341/515 BOTCHORD 3-23=-870/1725, 22-23=-867/1710, 21-22= 867/1710, 20-21=-1637/3316, 20-39=-84212232, 19-39=-842/2232,18-19=-84212232,9-16=-696/898,15-16_ 236/3643,14-15=-236/3649, 13-14= 96/'272 WEBS 4-23=-831/368, 7-20=-1982/2935, 7-18=-2092/1581, 8-18-1100/1472, 10-16=-1243/322, 10-14=-1523/0,11-14=-414/473,12-14=-479/2339, 6-21=-2866/3828, 6-20= 3007/2220, 4-21= 903/1839,16-18=-151/952,8-16-1187/2704,12-35= 1336/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft', B=91 it; L=115f ; eave=13it', Cat. II; Exp 0; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedcr(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Intedor(1) 36-4-11 to 38-11-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3M MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Beefing at joint(s) 35 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity Walter P. Finn PE No.22836 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 O WANNwD-Veaydesfanparamel..dBEADNOTES ON TNfs ANOmCLUDED M/rESHEFEBANLE PAGEM9-]".,.. 10AY20158EFOBEUSE Dedgn valid for use only Wth Mkp Reconnectors. Ws design Is bd aseonly upon poramelen shown, and Is form IndlNdual Wild po tling component. net ��' a buss syslem. Before use. theing to designer must vedry the apelicabalty of design parameters and propedy incorewalo this tleslgn Into the overall Wlltllrg design&achrg Indicated is to prevent buckling of lydivldeal tmssweb and/or chord members only. Additional tomfoolery and permanent bracing MITek' Is always required for slabJny and to prevent collapse with possible personal hdury androp property damgene age. For ral glddmce, regardlrg the fabrication, storage, deevery, erection and braclrg of Susses and tmss systems—ANSUNPII Qualify Criteria, DS949 and SCSI EuaENy component 6904 Parke East Blvd. SafelyNfeanallonervt8ade from Tres Rate InsaMe. 218 N. Lee Street. eulte 312. Nezprdda. VA 22314. Tempe, FL 33610 oTruss Fires type Cry My NOEL T15268336 75500 B1 ROOFSPECVL 1 1 Job Reference (optional) Clh rgbws Truss. In a., Fog Pierce, FL 5xe MT18HS 6.00 12 7x8 s.a - 7 8 38 24 SxerAri8HS 6x8 = ]xe = 4x10 = 4x5 = 3x6 = 4s 11 21.2-8 Plate Offsets (XY)-- Scale=1:98.6 r o d 35 Ia ��- LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL.1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.97 BC 0.83 WB 0.98 Matdx-MS DEFL. In (too) Vdefl Ud Vert(LL) 0.62 3-23 >351 240 Vert(CT) -0.39 17-18 >983 240 Horz(CT) -0.20 21 n/a Na PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 3451b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 3-24,25-26,26-27,27-28,9-17: 2x4 SP No.3 5-8-0 cc bracing: 20-21 WEBS 2x4 SP No.3 *Except* 6-0-0 cc bracing: 18-20 7-18:2x4 SP M 30, 6-21: 2x6 SP No.2 WEBS 1 Row at midpt 7-20, 7-18. B-18, 6-21, 4-21, 16-18, 8-16 OTHERS 2x8 SP 240OF 2.0E 2 Rows at 1/3 pis 6-20 WEDGE JOINTS 1 Brace at Jilts): 20 Left: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/Sin) 2=179/0-8-0 (min. 0-1-8), 21=3410/0-8-0 (min. 0-4-0). 35=949/0-74 (min. 0-1-8) Max Harz 2=708(LC 12) Max Uplift 2=-158(LC 8), 21=-3733(LC 12), 35-358(LC 12) Max Grav 2=226(LC 21), 21=341 O(LC 1), 35=1280(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23-725/471, 3-36=-2040/1051, 4-36=-2026/1147, 4-5-3423/1725, 5-37=3410/1801, 6-37=-3406/1941, 6-7=-1918/950, 7-8— 1182/119, 838= 3356/346, 9-38=-3366/316, 9-10= 310B/13,10-11=-2341/515,11-12=-2341/515 BOT CHORD 3-23=-870/1725, 22-23-867/1710, 21-22= 867/1710, 20.21-1637/3316, 20-39=-842/2232, 1939= 842/2232, 18-19—S42/2232, 9-16=-696/898, 15-16— 23N3643, 14-15=-236/3649, 13-14— 961272 WEBS 4-23=-831/368, 7-20=-1982/2935, 7-18— 2092/1581, 8-18=-1100/1472, 10-16=-1243/322, 10-14=-1523/0,11-14=-414/473,12-14=-479/2339,6-21=2866/3828, 6-20=-3007/2220, 4-21=-903/1839, 16-18— 151/952, 8-16-1187/2704, 1235=-1336/390 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--7.2psf; BCDL=3.Opsf; h=19f ; B=91 ft; L=115ft; eave=lift; Cat. 11; Exp D; Encl., GCpi=O.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, intedor(1) 6-0-7 to 21-2-8,.Extedor(2) 21-2-8 to 28-9-8, Interior(1) 36-4-11 to 38-11.8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. Walter P. Finn PE No.22939 5) All plates are 3x4 MT20 unless otherwise Indicated. 6634 FL Certmpa ke 6) This truss has been designed for a 10.0 fast bottom chord live load nonconcument with any other live loads. 6904 a East Parke East Blvd. Tampa FL 33619 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 tal l by 2-0-0 wide Dole: Data: Will fit between the bottom chord and any other members, with BCDL= 10.Ops1. 8) Bearing at joint(s) 85 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify October 5,2018 A WARMING. VedydedgnparametemandREADNOTESONTMSANONGLUDEDIRFEKREFERANCE➢AGEM1fO-]d7Jrev. 10N9/1015eEFOREUSE DasIM volts figure onlyWlih Mliek0 connectors. Ns design 5 based only upon (parameters shown, and Is foran IntlMtlual bulding oomponent, not a truss system. Beforeuse, the bulldng designer must verify the appllcoNly of design parameters and property Incorporate thB design Into the overall WIIdIngdeslgn. WacbglMicatedlstorxevent WcklingoflndivUwI lmaweband/or chord members only. Addllorwllemporary antl permanent bracing MiTek' Is always recti for stoWlty antl to prevent collapse with poaNe pcxcx a Injury and properly damage. For general guldonce regardrg the fc�gbm storage, ruRabracing of 5�Qua, OSadp and SO5l guBdmp componrrf Ntl. 3eM, 8 SaNNhformatbmvdladefrom Truss eImmure, 21N Lee Sueet1sure 312Nea. VA22y Tampa, FL 33610 Job • Inuss rose type uly my NOEL T1526833] 75500 b2 PIGGYBACK BASE 1 1 Jab Reference (optional) enemaers I mss, mc. roe Ylame, I-L 6.13D a JUI 20 2018 MIT9K Mo USIMS, Inc. ar. Fit r IrlAF019n]GV.IOIJbGY),rv\NCTNG„n_IJCCSI1nRA16na\InCIJVC Aan 5x8 MT18HS = Scale = 1:116.4 6.00 FIT 5x6 = 5x6 i 7 8 4x72 6x6 = 3x6 i 6 9 5x8 = 3x8 = 5x10 = 32 3x5 G 6 31 10 11 12 4 r; 0 30 o p9 rh IQ iI �? 1 2 = 14 13 Ira 4 1v 3xd 4x5 = 0 23 24 22 21 20 18 17 16 9 33 5x8 MT18HS = axe — 5x6 3x6 = 4x10 = 3x5 = 3x4 II 4x5 = 30 II 4x3 II 3x4 II 48 10411 10-8 2-2-8I 2-110836100-0 9 4941-2-80I 32 178.-6 8 0-2 - 32e-0 790 4 -d-a 6&6.7-10 3118 - Plate Offsets (X,Y)— [2:0-0-12,Edge], [2:0-0-4,Edge), [3:0-4-0,0-2-5], [6:0-2-12,0-1-12], [7:0-5-8,0.2-4],[8:0-3-8,0-2-4],110:0-4-O,Edge), [12:0-3-4,0-3-0), [15:0-2-0,0-2-8), [20:0.2-12 0-1-e1 r22:03-15 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) 0.63 3-23 >344 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.73 Ved(CT) -0.33 3-23 >661 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) -0.17 21 n/a n/a BCDL 10.0 Code FB02017ITP12014 Matdx-MS Weight: 337 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc pudins, except BOTCHORD 2x4 SP M 30 'Except' end verticals. 3-24,10-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 2x4 SP No.3'Excepl' WEBS 1 Row at midpl 6-21, 7-20, 7-18, 8-18, 11-13, 4-21.9-18 6-21: 2x6 SP No.2, 7-18: 2x4 SP M 30 2 Rows at 1/3 pis 6-20 OTHERS 2x8 SP 240OF 2.0E MITek recommends that Stabilizers and required cross bracing WEDGE be Installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3 Installation guide. REACTIONS. (IWsize) 2=203/0-8-0 (min. 0-1-8),21=3372/0.8-0 (min. 0-4-0),29=963/0-7-4 (min. 0-1-8) Max Hoa 2=784(LC 12) Max Uplift 2-142(LC 8), 21=-3754(LC 12), 29=360(LC 12) Max Grew 2=237(LC 21), 21=3372(LC 1), 29=1268(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-3=-798/437, 330=-2076/1017, 4-30=-2065/l079, 4-5— 3469/1665, 5-31=-3457/1741, 631=3452/1881, 6-7=-1957/927, 7-8=4159/111, 8-9=-1284/161, 932=3029/37, 10-32= 3074/24, 10-11=-2851/0, 13-25=-190/1112, 12-25= 190/1112 BOT CHORD 3-23=-806/1679, 22-23= 803/1664, 21-22— 803r1664, 20-21=-1584/3278, 19-20-821/2183, 19-33=821/2183, 18-33-82112183, 17-18--0/1392, 10-15=-1679/343, 14-15=-400/1933, 13-14=-400/1933 WEBS 6-21=-2832/3856, 6-20-3036/2195, 7-20=-1941/2965, 7-18=-2075M538, 8-18=416/885. 11-15=-62/1174,11-14=0/281,11-13=-2027/382,4-23=-834/372, 4-21=-909/1846, 9-17=-650/14, 9-18=566/904, 15-17=0/1527, 9-15=-45512380, 12-29=-1291/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10;,Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsh, h=1911; B=91It; L=1151t; eave=13ft; Cal. II; Exp D; Encl., GCpI-0.18; MW FRS (directional) and C-C Exlerior(2)-1-6-13 to 6-0-7, Interlor(1) 6-0-7 to 21-2-8, Exterior(2) 21-2-8 to 28-9-8, Iritedor(1) 36-4-11 to 36-11-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water patrolling. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing al)oint(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should vedfy capacity of bearingisudace. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1421b uplift at Joint 2, 37541b uplift at Walter P. Finn PE No.22839 MTekUSA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 L� A SLenryvessglipemmerers endREAD NOTES ON Me AND wCLUDED NITEKBEFENANCE PAGEW74T3 rev. 1N.Tae15 BEr-0BE USE Design wild for use oNy War MileKD connectors. INs di Is bared oNy upon parameters shown, antl Is for an hdlNdud Wilding component, rat a Iran system. Before use, the building designer must verity the appllcablllly of design parameters and pror edy Incomorafe his doslgn Into the overall brdldingd g(;n. &achglndk fa btopsewntWckthgoflWlv$dwltm%webond/oroWrdmembersoNy.Addllmdtemporaryandpelmanentbrwlrx3 MiTek' Is reaNred for stablllty, and to prevent collcpsewilh possible personal blury and propeM conage. For general guidance regardrsg lire IOMtatlon, storage, delMery, efeclfon and s bracing of trusses and truss systems.ANSU1P11 Quaky Criteria, DSBd9 and BC51 Building Component 6904Pelke East Blvd. SobNedoanOlbmvdloble from rrlas Rate hsllMe. 210 N. Lee Street. Suite 312 Alexatdno. VA22314. Tanya, FL 33610 Job Truss ruse I ype Cry Ply NOEL T15268338 75500 33 PIGGYBACK BASE 1 i Job Reference (optional) i iu, it, ru„r,n,, rL ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq �HGgNjOD3OG6A7jr4SgfyeBPq5e27s7ocd?KXNIyWSNP 1D tle �21-28 �i &io 4so-1z2 011 co zda 1 sea .1�itd sac alto toola6 ] I szn toe s9&-z=11 Scale=1:100.0 Sx81v1T18HS= 7x10 MT18HS O 6.00 12 7x8 i 68x8 = 4x8 y 8 g AIM = 4x0 = 6 SA2 = 3x8 = 3x6 = 3x6 10 11 12 14 3x5 G 5 38 1 4 - d d 37 Q�Q 22 40 21 3.5 = 19 a d Y0x 10 = &12 = 16 /5 e 2 1 3x6 4x8 — 611 o 27 25 24 30 28 26 10x10 = 12x14 MT18HS 11 5x8 M718HS = 4x5 = 48 II 21-28 2e-0 1Dd41 189 0 19.11-0 2688 2e-0O 34A18 3S1D0 429612 aaaa 48-118 11 7- 7- I1-10019�77 0.0. B Y1108I 6P12 SB Plate Offsets (X,Y)-, [2:0-0-12,Edge], [2:0-0-4,Edge], [3:0-4-8,0-2-5], [7:0-2-8,0-1-12), [8:0-5-0,0-2-0], [9:0-5-12,0-1-12], [13:0-3-0,0-2-0], [14:0-5-4,Edge), [26:0-0-0,0-1-12], 127.0-1-120-0-01 [31:0-0-80-2-41 LOADING (psl) SPACING- 2-0-0 C81. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.79 3-27 >276 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.39 3-27 >551 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES We 0.91 Horz(CT) -0.24 25 r1a rVa BCDL 10.0 Code FB02017frPI2014 Ma1dX-MS Weight: 3681b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc pudins, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 3-28,20-29,29-30,11-30: 2x4 SP No.3 BOT CHORD Rigid calling directly applied or5-6-14 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpl 7-23 6-25: 2x6 SP No.2, 23-25: 2x4 SP M 30 10-0-0 oc bmdng: 17-18 OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at mldpt 7-22. 6-25, 4-25, 9-22, 10-20, 1231 WEDGE JOINTS 1 Brace at Jl(s): 19 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (IWsize) 2=228/0-8-0 (min. 0-1-8). 25=333410.8.0 (min. 0-3-15),36=977/0-7-4 (min. 0-1-8) Max Horz 2=841(LC 12) Max Uplift 2=-160(LC 8). 25=-3688(LC 12), 36= 392(LC 12) Max Grav 2=265(LC 21), 25=3334(LC 1). 36=1244(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All (areas 250 (lb) or less except when shown. TOP CHORD 2-3j-786/417, 337=-1900/981, 4-37=-1890/1045, 4-5=-3318/1604, 5-38=-3306/1680, 638=-3302/1821, 6-7— 3738/1770, 7-8=-2860/1291, 8-9= 2514/1101, 9-10-1648/161, 10-11= 2687/106, 1139=-2679/122, 1239=-2679/122, 1431= 209/1055 BOT CHORD 3-27=-746/1437, 26-27-742/1422, 25-26= 742/1422, 7-23_ 2281/3374, 22-23=1622/3678, 22-40=-87/1395, 21-40=.87/1395, 20-21= 87/1395, 19-20=0/2784, 18-19=0/2789, 11-18=-280/312 WEBS 7-22=3212/2264, 8-22-996/1787, 16-18=-401/1344, 12-16-312/177, 16-31-387/1356, 6-25= 1628/90, 4-27=-856/375, 4-25-916/1879, 9-20=-421/1107, 9-22=-1816/2384, 23-25=-3014/6009,6-23=-498/1963,12-18=0/1339,10-18— 671/196,10-20=-1769/916, 12-31=-1637/345,1436=-12561490 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=19ft; B-91ft; L=1151t; eave=13ft; Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 21-2-8. Extedor(2) 21-2-8 to 28-9-8, Interlor(1) 34-11-8 to 48-8-8 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.66 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at Joint 23 =4% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Walter P. Finn PE No.22839 61Tek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 V Vetiydossnpammefm and READ NOTES ON TNISAND INCLUDED RIREKNEFENANGEPAGEMR7473 mv. 10103R0156EFONEUSE Legge valid fot use ah y W h Mikektoconnectors. Ihls caslgn is hoAWARNING. ed only upon and Is fol palarnelers strown, anhdMdual Welding component, hot � a truss system. Before use, the W6lding deslgnor must vet y the applicability of design parametersand properly Incorporate Ih8 design Interne overall bwdlrgdeslgn. &whglntllcatedistopreventwckllWofin iM altmu weband/orct rdmemb moNy. AddltlondlemporoWmdp rmanenttm[W MiTek' Is always requred for staluallymd to prevent collapse with posseeks nersenal Mary and properly dranage. Fofgenerelguldmceregardingihe �p�� Darren? and 1C516uidb8 ComponentComponentrya, Na VA2 a I�Me, 218 N. tee Street, Sure 312. Ne�1/ SaroNlnroDnDlblgvalloMe from Truss 3 Tm FL 3361Dkd� job Truss I MSS I yp0 Gly Ply NOEL T1526B33a 700o B3 PIGGYBACK BASE 1 1 Job Reference (optional) Cii be,ui,u�.„u., fU11 F�,.d, FL ID:AhPI?e7BXJBHSrG2uyWF2yX6uq �HGgNiDD3OG6A7jr4SgyeBPg5e27s7ocd?KXNIyWSNP 21-2d 1 6- F-bo a s0 lad-11 14 z 0 18- 9-11- 269-B 3d-11-B 1 4a1a12 abed d 41 F6o 2-8-0 S9-0 -11-1 396 3-01-0 1-00.0 3 o 62-0 1-ID8 60.12 5942 J24 Scale=1:10D.0 5.8 MT181AS = 7x10 MT18HS C 6.00 12 7x8 4 6.8 = 4x8 7 8 9 4x4 = 4x8 = gF2240 Sx12 = 3.8 = 3x6 = 3x6 4 10 11 12 14 3z5 30 5 1 4 A a 3 37 2 3x5 = 19 @2 &12 = 15 I< k 8 4xe = _ c 27 25 24 30 28 26 10x10 = 12x14 MT18HS II Sx8 MTrBHS= 4x5 = 4x8 II 21.2d 28o 10.d11 jANIs 28.9d 29-0d0 3S4dtt1dd �F110.-09 426d0b22]-0 I 43ae d0-013 i 2b0 ]&11 599� Plate Offsets (X,Y)-- [2:0-0-12,Edge], [2:0-0-4,Edge], [3:0-4-8,0-2-5], [7:0-2-8,0-1-12], [8:0-5-0,0-2-0], (9:0-5-12,0-1-12], [13:0-3-0,0-2-0], [14:0-5-4,Edge], [26:0-0-0,0-1-12], [27.0-1-12 0-0-0) [31:0-0-8 0-2-41 LOADING final) SPACING- 2-0.0 CS]. DEFL. In (lot) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TO 0.73 Vert(ILL) 0.79 3-27 >276 240 MT20 244/190 TCDL 15.0 Lumber COL. 1.25 BC 0.76 Vert(CT) -0.39 3-27 >551 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) -0.24 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matfix-MS Weight: 368 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except BOT CHORD 2x4 SP M 30 'Except- end verticals. 3-28,20-29,29-30,11-30: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or5-6-14 oc bracing. Except: WEBS 2x4 SP No.3'Except' 1 Row at midpt 7-23 6-25: 2x6 SP No.2, 23-25: 2x4 SP M 30 10-0-0 oc bracing: 17-18 OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at mldpt 7-22. 6-25, 4-25, 9-22, 10-20, 12-31 WEDGE JOINTS 1 Brace at Jt(s): 19 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. (Ib/size) 2=228/043-0 (min. 0-1-8), 25=3334/0-8-0 (min. 0-3-15), 36=977/0-7-4 (min. 0-1-8) Max Hera 2=841(LC 12) Max Uplift 2— 160(LC 8), 25=-3688(LC 12), 36= 392(LC 12) Max Grav 2=265(LC 21), 25=3334(LC 1), 36=1244(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-7861417, 3-37=-1900/981, 4-37_ 1890/1045, 4-5= 3318/1604, 5-38=-3306/1680, 6.38=-3302(1821, 6-7=-3738/1770, 7-8= 2860/1291, 8-9=-2514/1101, 9-10= 1648/161, 10-11= 26B7/106,11-39=-2679/122,12-39= 2679/122,14-31=209/1055 BOT CHORD 3-27=-746/1437, 26-27= 742/1422, 25-26= 742/1422, 7-23= 228113374, 22-23= 1622/3678, 22-40=-87/1395, 21-40=87/1395, 20-21=-87/1395, 19-20=0/2784, 18-19=0/2789, 11-18= 2801312 WEBS 7-22=-321212264, 8-22=-996/1787, 16-18=-401/1344, 12-16=-312/177, 16-31= 387/1356, 6.25=-1628/90, 4-27=-856/375, 4-25=-916/1879,9-20=421/1107, 9-22=-1816/2384, 23-25= 3014/6009, 6-23— 498/1963,12-18=0/1339, 10-18=-671/196,10-20= 1769/916, 12-31— 1637/345,14-36=-1256/490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd-132mph; TCDL-4.2psf; BCDL-3.Opst; h=19fh 8=91f1; L=116H; eave=13f1; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7. Intedor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Ifjterlor(1) 34-11-8 to 48-8-8 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) The Fabrication Tolerance at joint 23 = 4% 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl 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 Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cart 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING-Vedlydael9npammeteaard READ NOTES ON TRSAND INCLUDED NREKREFERANCEPAGENS-T4T3 rev. 104 2015BEFORE USE Design vaild for use oNM y wm gect eds connors. INs design Is based orly upon baametea shown, and Is for an IndMdual Wflaing component, not IMF a truss system. Before use, the Wading designer must verify the appllcablilly of design parameters and property Incarcerate this design Into the overall bulcigdeslgn.Encemp Indicated is to prevent bucNOng of individual tmssweb and/or chard members onty.AdMtionallemporaryardpermareni bracing MiTek' Isalways regaled for sfabaltyaldloprevenrcollarsewith ossax'e personal lnl,ay ondpropedyciana7e. FIX genera gudonce regadkg tine fubricallon, storage, delivery, erection and bra lrg of cusses antl truss syslema sooANSViP11 QuayCrgoM, DS949 and SCSI Regaling Comyonanf 6904 Parke East Blvd. Safefylnformaf/oravallade cam cuss Plate Institute, 218 N. Lee Street sure 312. Alexandra, VA 22314. Tampa, FL 33610 o • Truss Irues yp0 city y NOEL T15268339 75500 84 PIGGYBACK BASE 1 i Job Reference (optional) Cft& ar8 TIMS. 111C., F011 P10Re. FL n.tansdm[V Gmorvu,ert mousn,es,,m. 111Z ola:Ruzu m rayn, ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-3E3EV4A35kOKxTfON82ig8aLCX4m5y2JfYgZWTyW SKu 21-2-8 49 11-3 280 8.&0 1&441 14$0 1&YO 9-01 Q 28,9a 32d Le 36160 dt-9-0 4&&9 d&Sip z.6a 5-90 -11h 10 aes 1n.o �o-1001.38 ]J-0 4.zo 1 s1a8 d.na d.t1 ae� 41 5x8 MT18HS — 6.00 12 7x8 i 4x8 4 7 e 3x6 ; 3x5 i 6 32 31 5x8 MT18HS = 6x10 MT18HS = 1,0A 27 44 11 )x10 26 25 30 29 3x6 3x5 = 10x10 = 12xl4MTISHS II Scale=1:98.6 5x6 = 4x5 = 3x10 = SA = 10 11 12 4x8 C In 4 43 15 1� 24 2 Sx 5 17 16 4 = xs II 36 21 019 3x8 = 2128 49.2.12 280 t&d-11 1&1-0 9-114 11.1P05 2&9-8 29A032I td 3&10-0 41.8d 4&&8 &91 49rib3 1 2d{O 7 I 7-&8 PPO & 3 &"_a I 34&9 I d41-0 4lid td2 G&T 2 Plate Offsets (X,Y)-I [2:0-0-12,Edge), [2:0-0-4,Edge], [3:0-4-8,0-2-51, [7:0-2-12,0-2-01, [8:0-5-0,0.2-01, [9:0-7-0,0-2-01, [13:0-3-0,0-2.0], [18:0-2-8,0-2-8), (27:0-4-4,0-1-8], 1 [31'O-0-00-1-121 [32:0-1-120-0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lot) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) 0.80 3-32 >271 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.41 3-32 >524 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress ]nor YES WB 0.89 Horz(CT) -0.24 30 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 391 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins, BOTCHORD 2x4SP M30'Except' except end verticals. 3-33,34-35,35-36,11-36,19-37: 2x4 SP N0.3 BOT CHORD Rigid telling directly applied or 5-8-1 oc bracing. Except: WEBS 2x4 SP No.3'Except' 1Row at midpt 7-28 630,14-17: 2x6 SP No.2, 28-30: 20 SP M 30 10-0-0 oc bracing: 22-23 WEDGE WEBS 1 Row at midpt 7-27, 4-30, 6-30, 9-27 Left: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 18, 24.23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (IbSize) 2=249/0-8-0 (min. 0-1-8), 30=3272/0-8-0 (min. 0-3-14), 17=1102/o-11-5 (min. 0-1-10) Max Horz 2=81 B(LC 12) Max Uplift 2=-169(LC 8). 30-3655(LC 12), 17=-437(LC 12) Max Grav 2=275(LC 21). 30=3272(LC 1), 17=1373(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-31-704/416, 3-41=-1840/911, 4-41=-1829/1000, 4-5=-3265/1550, 5-42=-3253/1627, 6-42— 3249/1767, 6-7=-3698/1714, 7-8= 2839/1272, 8-9=-2491/1083, 9-10=-1602/161, 10-11=-2054/0,11-43-2029/134,12-43=-2029/134,12-13= 571f325,13-14=-648/298 BOT CHORD 3-32= 690/1422, 3132=-686/1406, 30-31= 686/1406, 7-28— 222413313, 27-28=-1572/3677, 2744— 9311341, 26-44-93/1341, 25-26-93/1341, 24-25=0/2014, 23-24— 11/1997, 11-23=-344/119 WEBS 7-27-3167/2216. 8-27=-988/1788, 10-24=-665/362, 4-32-857/378, 4-30-920(1882, 6-30=-1670f75, 2830=-292215982, 6-28=-49112001, 14-17=-1309/602, 14-18=316/1052, 12-21=-852/230,18-21=-216/1067,21-23=-216/1051,12-23=0/1370,12-18-587/59, 11-24=-406/869,9-25=-466/1084,10-25=-1186]673,9-27-1744/2307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1.170mph (3-second gust) Vasd.132mph; TCOL.4.2psf; SCOL-3.Opsf; h=19ft; B=91ft; L-116ft; eave-13fl; Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interior(l) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Interior(l) 32-11-8 to 46-8-8 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Walter P. Finn PE N0.22838 4) All plates are MT20 plates unless otherwise Indicated. MTok USA, Inc. FL Can 6634 5) All plates are 3x4 MT20 unless otherwise Indicated. 6904Parka East Blvd.Tampa FL 33610 6) The Fabrication Tolerance at Joint 28 = 4% Data: 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 8) ' This [was has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide October 5,2018 I�WARNING -Vedfyde gnparasne(emend REAG NOTES GN THIS AND INCLUDED Afr KREPERANCEPAGEW7473mv.1WD t5BEPONEUSE Design va ld for use only with MI1ekl0connectors. Tills dedgn 8 based only upon parameters shown. and Is for an i dividual building component not a inns system. Before use, file buildng designer must verily the aWlicabalty of design parameters and propeay Incorporate his design Into the overall bailrnng design. Bracing Indicated is to prevent buckling of lndlvauol truss webond/a chord members only. Additional temporary and permanent bracing MiTek' ft l aysregWedtwstatinyandtotxeventcdlartt hpossMepessonal N)uryandpopedyck.. e. rorgeneralgsildancerworcingthe fablcalkm storage. delivery. erecnonand braclrg oNnnsesmtltrus systems, seeAN5ti CuaMyp W.DS"PmdBCSIBuld6lg Component 69" Pmke East Blvd. SpNhlnbamplbmvallable from Tons Plate Inslflute. 218 N. Lee Street. Sdie 312, Nexcn da, VA22314. Tampa, FL 33610 Job . fuss rus5 ype ty y NOEL T15268339 75500 04 PIGGYBACK BASE 1 1 Job Reference (optional) w 'roars mss, gym., roe r,eroa, rc ID:AhPl7e7BXJ8HSrGr2uyWF2yX6uq-3E3EV4A35kOKxTfON82ig8aLCX7m5y2JfY4ZWTyWSKu 1-6q 28-0 -01 z-0 .1.1aa110 11ao241-2g 4o alaI 411r 4.11.4 49 -0&13 eo S950 2.1z8 1s0 -04 8 24,12'4 .s 1b11a239 Scale-1:98.6 41 Plate Offsets (X, Sx8 MT18HS = 6.00 12 7x8 O 8 4x8 i 7 6 6 IlSS!}IWI- 32 31 5x8 MT18HS = 6x10 MT18HS = 9 St,= 4x1 = 10 1 � 27 44 26 25 ?x10 = 3x6 30 29 3x5 = IOs10 = 12s14 MT18HS II 21-2A 43 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vital Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) 0.80 3-32 >271 240 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Ved(CT) -0.41 3-32 >524 240 BCLL 0.0 ' Rep Stress Incr YES We 0.89 Horz(CT) -0.24 30 n/a rJa BCDL 10.0 Code FBC2017/TP12014 Maldne-MS LUMBER- BRACING- 3x10 = Sx6 = 12 4x8 J 14 15 n a s n16 x6 If Ig 21 20 19 l axe = 49 2-12 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 3911b FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudlns, BOT CHORD 2x4 SP M 30 *Except' except end vedicals. 333,34-35,35-36,11-36,19-37:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 5-8-1 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 7-28 6-30,14-17: 2x6 SP No.2, 28-30: 2x4 SP M 30 10-0-0 oc bracing: 22-23 WEDGE WEBS 1 Row at mtdpt 7-27, 4-30, 630, 9-27 Left: 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 18, 24, 23 MiTek recommends that Stabilizers and required cross bracing be installed during trues erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/shee) 2=249/0-8-0 (min. 0-1-8); 30=3272/0-8.0 (min. 0-3-14), 17=1102/0-11-5 (min. 0-1-10) Max Horz 2=818(LC 12) Max Uplift 2=-169(LC 8), 30-3655(LC 12), 17=-437(LC 12) Max Grant 2=275(LC 21). 30=3272(LC 1). 17=1373(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-704/416, 341-1840/911, 441- 1829/1000, 4-5= 3265/1550, 5-42=-3253f1627, 642=-3249/1767, 6-7= 3698/1714, 7-8= 2839/1272, 8-9=-2491/1083, 9-10=-1602/161, 10-11- 2054/0,11-43= 2029/134,12-43=-2029/134,12-13= 571/325,13-14=-648/298 BOT CHORD 3-32-690/1422, 3132=-686/1406, 30-31=-686/1406, 7-28-2224/3313, 27-28=-1572/3677, 27-44=-93/1341, 26-44-93/1341, 25-26-93/1341, 24-25=0/2014, 23-24-11/1997, 11-23=-344/119 WEBS 7-27=-3167/2216, 8-27-988/1788, 10-24-665/362, 4-32=-857/378, 4-30=-920/1882, 630=-1670f75,28-30=-2922/5982,6-28=-491/2001,14-17=-1309/602,14-18=-316/1052, 12-21-852/230, 18-21=-216/1067, 21-23= 216/1051, 12-23=011370, 12-18= 587/59, 11-24= 406/869,9-25=-466/1084,10.25=-1186/673,9-27-1744/2307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL-3.0ps$ h=1911; B=91ft•, L-11611; eave=13It; . Cat. II; Exte D; Encl., GCpI=-0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Intedor(1) 32-11-8 to 46-8.8 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pondIng. Walter P.Finn 4) All plates are MT20 plates unless otherwise Indicated. .FL Cott B 34 6979ka USA, Ina FL Codmpa 5) All plates are 3x4 MT20 unless otherwise Indicated. Parke Eeat Blvd. Tampa FL 73610 6) The Fabrication Tolerance at Joint 28 = 4 % Date Dale: 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 October 5,2018 A WARNING -VedlydOdgep..rridem antl READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEARb7473 rev. 10193421ifS BEFORE USE �■� Design valld for use onlywlth MlIoM connectors. this design Is based only upon parameters shown, and Is for an IMlvIdua Watling carm omiu. her a Jim system. Before use.4he bu0ang designer must verity the appllcaballY of design parameters and propery Incorporate Ihb design Into the overall baldlixldeeign.among Indicated is to prevent WcYAng oflrWMdual truss web and/or chord members only. Addllloneltereporaryandpermonentbracing MiTek' Is always required for slablllty, and to prevent collapse with possible persona Injury end property damage. For general cadence reeamli me tabdoctbn, storage, delivery, erection and brac9ae of times and buss systems seOANSUIPII Quality CrBeda, DS"9 and BCSI BuMb7g Component Safety lnl0lmaflalovdlable from truss Rate Institute. 218 N. Lee street, Suite 312. Nexantlda VA 22314. 6904 Parke East Blvd. Tanga. FL 33610 0 SUSS rusS ype ty y NOEL T15268340 75500 B5 PIGGYBACK BASE 1 1 Job Reference (optional) Chafters Taw. w. Ins., F09 Piece, FL tl.1JU 5 JYI LV LUltl MI1 eK I11OU911133. 11G. Fri Vel J I VLV:JO LU 16 Y2 B l Is ID:AhPi7e7BXJBHSrGr2uyWF2yX6uq.BH07MSkY1AJf4hl2eVOj420NUU70bDJESMjYgFyW K9 zt-z-B r�13 2d-0 B50 10L11, 14-2-0 131-0 a-11-0 TB.9E 30.11E 334) 41-50 44BE 46290 4311-3 , 2E-0 S9-0 1-1110 38d ~311-0 (1-1.1.18 )-7-0 2-2-0 7-115 ~33B &38 1^sz 3se 05 = 4x8 II SA MT18HS = 5x8 MTi8HS = Scale = 1:98.6 6.00 12 6x8 i Sz12 = 4z8 = Sx6 = en 1-7 8 e 33 tOz10 = 12x14 MTiBHS I 22 21 20 19 Sxe MT18HS = ME 21.28 30.11E 47.1.13 280 10.4A1 1310 911 28-9.8 20 33612 3SI 0650 41.6B 62, 4911.3 rzd0 F ]4411 7E6 �1-tool ]. 7-]-0 0-2d z.7a I 4E-t2 33-e r3.3d 1E-z, 'TI LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 TCDL 15.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 ' Rep Stress Incr YES We 0.85 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except' 3.33,34-35,35-36,11-22,19-37: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 630,14-17: 2x6 SP No.2, 28-30: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 [13:0-3-0,0-2-0], DEFL. in (too) Udell Ltd PLATES GRIP Veft(LL) 0.82 3-32 >265 240 MT20 2441190 Vert(CT) -0.43 3-32 >509 240 MT18HS 2441190 Horz(CT) -0.25 30 n/a n/a Weight: 4181to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc pudins, except end verticals.' BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. Except: WEBS JOINTS REACTIONS. Qb/size) 2=262/0-8-0 (min. 0-1-8), 3D=3174/0-8-0 (min. 0-3-12), 17=1187/0-10-12 Max Horz 2=818(LC 12) Max Uplift 2= 172(LC 8), 30=-3615(LC 12), 17=-472(LC 12) Max Grav 2=280(LC 21). 30=3174(LC 1), 17=1449(LC 18) 6-0-0 oc bracing: 24-25, 23-24 10-0-0 cc bracing: 22-23 1 Row at midpt 7-27. 10-23. 430, 6-30,12-21. 9-27 1 Brace at Jl(s): 18, 24. 23 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. (min. 0-1-11) FORCES. (Ib) - Max.!ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=683/412, 3-43=-1815/875, 4-43=-1805/978, 4-5=-3244/1519, 5-44=3232/1596, 6-44=-3228)1736, 6-7-369511708, 7-8=-2857/1276, 8-9=-2507/1088, 9-10-14521210. 10-45= 1318/190,45-46=-13181190, 1l A6=-1318/190,11-12= 1296/179,12-13=-407/181, 13-14= 499/211 BOT CHORD 3-32=-657/1399, 3132— 653/1383, 3031=-653r13B3, 7-28— 2139/3235, 27-28— 1566/3674, 27-47-141/1284,26.47=-141/1284,25-26-141/1284,24-25=-20/1448,24-48-17/1452, 23448= 17/1452,11-23=-465/567 WEBS 7-27=3095/2136, 8-27=-983/1798, 10-23=-1085/379, 4.32=-858/380, 4-30=-923/1886, 6-30-1725/115, 2830=-286715945, 6-28=-511/2048, 14-17=-1377/592, 14-18=-61/914, 12-21=-1155/65, 18-21=-34/778, 21-23-23/800, 12-18=-314/154, 12-23=0/1482, 9-25-462/1032, 9-27-1615/2187, 10-25=-922/534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2psf; BCDL=3.Opst; h=19f ; B=91ft; L=115R; eave=13ft1 Cal. II; Exp D; Encl., GCpl=0.18; VWFRS (directional) and C-C Ederlor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0.7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Interior(l) 30-11-8 to 44-8-8 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) The Fabrication Tolerance at Joint 28= 4 7) This truss has been designed for a 10.0 first bottom chord live load nonconcurrent with any other live loads. Walter P. Finn PE NO 22839 61iTek USA, Inc. FL Ced 6934 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING- VeAT detlgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MOJ473 rev. 1NO3/20I5 BEFORE USE. Be99n vend for use only Win MITeM connectors. Ms design is based only upon Parameters shovn. and is for an InelNtlual WIldlla component. net ��' a Huss system. Before use, file building designer must verity the appllcablllty of design Parameters and properly Incorporate this design Into the overall a.Yr bulldngdesign.BrminglndlcatedlstopreventWcktingoflndivdJ itmssweband/orcMrdmemb moNy. AddlloraltemP oWmdpermonentbracing MiTek' 6 always required for Mortality and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrknfior storage, delivery, erection and bracing of trusses and tarn systems seeANSU7PI1 GuaW CAarb, DSB-0P and BCSI BuEtlNy Component 6904 Parke East Blvd. SahtylnlOnnOlbmvdlable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job russ WAS I ype Oty Fly NOEL T15268340 75500 85 PIGGYBACK BASE 1 1 Job Reference o tional Chambers Truss, Inc., FDn Pierce, FL u.iaUsJu120zulemileKmousnins,nx. MW 51426.362016 Payn, ID:AhPI?e7BXJSHSFG2uyW F2yX6uq-BHO?MSkY1AJf4h12eVOj420NUU?ObDJESMjYgFyWSK9 21-2-a ij, �a Aa0 650 10.d41 1420 19-1-0 i8-11-0 289-B 3P11-8 3&1-) I 4Fi0 d4&B qb� 49-11-3 1d058-0 Y 1140 3-9b 311-0—i1.10.01.3 a 74-0 Y 2 D )-1-05 31e 116 1-62 368 Scale=1:98.6 Sx8 MT18HS = 5x8 MT18HS = 6.00 r12 6x8 i Sx12 = 4x8 = 5x6 = nail 8 6 33 10z10 = 12x16 MTi8HS II 22 21 20 18 5x9 MTi8HS = 4x5 = 3x8 = 4x8 II 30.1141 47-1 13 (16:Edge,0-1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.74 BC 0.94 We 0.85 Matrix -MS DEFL, in Ven(LL) 0.82 VerUCT) -0.43 Horz(CT) -0.25 (lot) Wall Lid 3-32 >265 240 3-32 >509 240 30 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 418 lb FT=20% LUMBER- BRACING - TOP CHORO 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 2-11-7 oc punlns, BOT CHORD 2x4 SP M 30'Except' except end verticals. 333,34-35,35-36,11-22,19-37:2x4 SP No.3 BOTCHORD Rigid telling directly applied or 5-8-5 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 24-25, 23-24 6-30,14-17: 2x8 SP No.2, 28-30: 2x4 SP M 30 10-0-0 oc bracing: 22-23 WEDGE WEBS 1 Row at midpt 7-27, 10-23, 4-30, 6-30, 12-21. 9-27 Left: 2x4 SP No.3 JOINTS 1 Brace at JI(s): 18, 24, 23 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=26210-8-0 (min. 0-1-8), 30=3174/0.8-0 (min. 0-3.12), 17=1187/0.10-12 (min. 0-1-11) Max Horz 2=81 B(LC 12) Max Uplift 2=-172(LC 8). 30= 3615(LC 12), 17=-472(LC 12) Max Grav 2=280(LC 21), 30=3174(LC 1), 17=1449(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 663/412, 3-43= 1815/875, 4-43=-1805/978, 4-5=3244/1519, 5-44=-3232/1596, 6-44= 3228/1736, 5-7-369511708. 7-8-2857/1276, 8-9=-2507/1088, 9-10=-1452/210, 10-45-1318/190, 45-46-1318/190, 11-46=-131B/190, 11-12=-1296/179, 12-13=407/181, 13-14-499/211 BOT CHORD 3-32- 657/1399, 31-32= 653/1383, 30-31— 653/1383, 7-28=-2139/3235, 27-28=-1568/3674, 27-47=-141/1284,26.47=-141/1284,25-26=-141/1284,24-25=-20/1446,24-48=-17/1452, 23-48=-17/1452, 11-23-465/567 WEBS 7-27=-30952136, 8-27= 983/1798, 10-23-1085/379, 432=-858/380, 4-30=-923/1886, 6-30=-1725/115,2830=-2867/5945,6-28=-511/2048,14-17= 1377/592,14-18-61/914, 12-21= 1155/65,18-21=-34/778,21-23=-23(800,12-18=-314/154,12-23=0(1482, 9-25=-482/1032,9-27=-1615/2187, 10-25=-922/534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psQ BCDL=3.OpsQ h=1 Bit; B=91 ft; L=11511; eave=1311; Cat. II; Exp D; Encl., GCpI=0.18: MWFRS (directional) and C-C Extenor(2)-1-6-13 to 6-0-7, Interior(t) 6-D-7 to 21-2-8, Extenor(2) 21-2-8 to 28-9-8, Intedor(1) 30-11-8 to 44-8-8 zone; cantilever night exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Walter P. Finn PE No.22839 3) Provide adequate drainage to prevent water ponding. MTek USA, Inc. FL Cent 6834 4) All plates are MT201plates unless otherwise Indicated. 6904 Parke East Blvd. Tampa FL 33610 5) All plates are 3x4 MT20 unless otherwise Indicated. Date: 6) The Fabrication Tolerance at joint 28 = 4 7) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. October 5,2018 ®WABNWG-Vedtytlesign parameters andNEAO NOTES ON TillSAND/NCLU0E0 MIFEKFEFERANCE PAGEMbi47S rev. f0AJrz0f5 aEF0NE USE DadOn vdltl fo! use only Kith N4ieltH conneclas. Rill tlesi0n Ls basetl only upon pwameters Mown. antl Is /or an IntlMdual W atllrg cromparlenl. not a tons system. Before use. the bullring deslOner must ve4ry Ire oppllcabillry of tleslgn parameters antl properly incomorate ih6 tleslgn Into the overall bulidr,g design. &acing Indicated is to prevent buckling of thalMdual Ours web and/or chord members only. Addliorlal temporary and permanent bacng MiTek• Is always regWtetl for stability, and to prevent collapse with pcs to persorwl Injury and property tlamage. For generd gultlrnce moordrg fhe fabrballoo.storage, tlelloery, emoton arxl bracing of misses and lass systems,weAN$NIPIF Qualify CrEab,DS8-09 and SCSI Building Component 6904 Parke Eael Blvd. Safety from truss Plate Insniute. 218 N. Lee Street Suite 312, AlexondM. VA 22314. Tana, FL 33610 Job Truss rus5 type ty Fly NOEL T15268341 75500 a6 PIGGYBACK BASE 2 1 Job Reference (optional) COambers Truss, Irx:., Fort Pierce. FL U.1:fU5JNGV LVItl MIIBR InUI15In.aj.. rllW o1921:JJ[VIO fs,e1 ID:AhPI?e7BXJSHSrGr2uyW F2yX6uq-zdTJIJSYBJIHIIIObOyZzVzTVG7bwtZvl I VAEKyW SJE 21.2 6 1- 2d-0 850 1PL11 14.2.0 1&1-0 911- 249-9 2& LB 35-1P4 4288 4F395 49-013 1.60 2E-0 490 A141 39-5 4110 1-10.0 3 7.7.0 0. -0 61412 61P4 s_ 5.7d awls=1:98.6 Sx8 MT18HS = 6 00 12 6x8 5x12 k4T18HS = 3x8 = A.o i- 7 8 9 10 37 11 38 39 30 " ipxip = 12x14 MT18HS 5x8 MT18HS = 3xB = 3x6 = 4x5 = 48 II Sx6 = 12 [12:0-3-0,0-2-01, 49-11-3 LOADING (psp TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS]. TC 0.68 BC 0.96 WB 0.93 Matrix -MS DEFL. in Ved(LL) 0.85 Ved(CT) -0.44 Horz(CT) -0.27 (roc) Well Ud 3-29 >254 240 3-29 >492 240 27 n/a n/a PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 376 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc puffins, except BOTCHORD 2x4SPM30'EXcepV end verticals. 330,10-22,18-31: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 7-24, 8-24, 4-27, 6-27, 11-21, 11-23, 11-17 13-16,6-27: 2x6 SP No.2, 25-27: 20 SP M 30 2 Rows at 1/3 pis 8-23 WEDGE JOINTS 1 Brace at JI(s): 17 Left: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer 1Installation guide. REACTIONS. (lb]size) 2=286/0-&O (min. 0-1-8), 27=3137/0-8-0 (min. 0-3-11), 16=1242/0-8-0 (min. 0-1-12) Max Herz 2=818(LC 12) Max Uplift 2= 179(LO 8), 27=3587(LC 12),16=-472(LC 12) Max Grant 2=286(LC 21), 27=3137(LC 1), 16=1483(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-60BM95, 335=-1761/811, 4-35=-1751/907, 4-5=3197/1459, 536=-3185/1536, 6-36=3181/1676, 6-7= 3649/1619, 73= 2797/1119, B-9=-1325/0, 9-10=-1324/0, 10-37= 1316/0, 373B= 1316/0, 11-38=-1316/0, 11-39=-678f320, 1239=-678/320, 12-13= 792/263 BOT CHORD 3-29=-594/1348, 28-29=-590/1332, 27-28=-590/1332, 7-25= 2143/3211, 24-25=-1480/3616, 24AG--989/2914,23-40=-989/2914, 10-23=-551/695 WEBS 7-24-2984/2067,8-24=-1922/3141, 17-19=0/307,12-17= 127/344,13-16=-1420/716, 13-17=-50/933,4-29=-862/383,4-27=-925/1896,6-27=-1714/74, 25-27= 2768/5865, &25=344/2006, 11-21=-548/0, 17-21=0/834, 21-23=0/840, 11-23=-279/1290, 11-17= 28614.8-23= 2231/1667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; cult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 13=91 ft; L=11 Bit; eave=lift; Cat. 11; Exp D; Ench, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-6-13 to 6-0-7, interior(1) 6-0-7 to 21-2-8. Extedor(2) 21-2-8 to 49-9-7 zone; cantilever right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. Walter P. Finn PE No.22839 5) All plates are 3x4 MT20 unless otherwise indicated. MITek USA, Inc. FL Cad 6634 6) The Fabrication Tolerance at joint 25 = 4 % 6904 Parks East Blvd. Tampa FL 33610 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. oats: 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 vide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. October 5,2018 O WARNING - Vedlydesignparamlereend READ NOTES ON MIS AND INCLUDED M?EKREFERANCEPAGEMB7473 rev. 10,012015 BEFORE USE Design valltl tot use only with MIIoMconnectots. This design 8 based only upon parameters shown, and Is for an IndlAdual WHdIW component, net a bass system. Before Use, the bu offing designer must vedty the applicability of design parameters and properly Incorporate Mb deslgn Into the overall bulydlgdedgn, bracing Indicated is to prevent hackling oflnoMduol lows web and/or chord members only. Addillwidtemp rot mdpelmanentbraclrg MITek' Is always required far stability and to prevent collapse with possible personal Injury anc!properly damage. Faf general gu]dance regarding me fabricalbn. storage, delivery, erection and bracing of tenses and lmss sysfems. seeANS phi Oua/Ey CAedv,03B-0p poor BC5r Bu7ding Component 6904 Pink. East Blvd. SptelyWoenplbmvdlade from Buss Plate Institute. 216 N. Lee Sheet Sxte 312. Alexandria. VA 22314. Tmrya, FL 33510 Job . rus5 Truss Type cry Ply NOEL T15268341 75500 86 PIGGYBACK BASE 2 1 Job Reference (optional) CharMsrs Truss, Inc., Fon Rome, FL e.130sJul 20[U1n MI I arc Inausmes, Ina. ru Vcr o la:Gl:: zola rage ID:AhPI7e7BXJBHSrGr2uyW F2yX6uq-zdTJIJSY8JIHfllObOyZzVzTVG7bwtZvl i VAEKy W SJE 21.2 e 1 23-0 f450 104.11 14Q-0 161-0 &11-0 2a9A Tb 13 3S10d 0 d6116 49443 13-0 260 S9-0 9b11 &&5 111a 1-tD04 )J-0 4 -0 6161a 61p-0 3]4 3]-0 Scale = 1:98.6 Sol MT18HS = 4x5 = axe I 6.00 12 68Sx12 MT18HS = axis = i ew � ] 8 g 10 37 11 38 39 30 _.. A1x10 = 12xl4MT18HS I 5xB MT18HS = 3xB = 3x6 = 2128 6x6 = 12 49 it LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.68 BC 0.96 WE 0.93 Matrix -MS DEFL, In (too) Vdefl Ud Ved(LL) 0.85 3-29 >254 240 Ved(CT) -0.44 3-29 >492 240 Horz(CT) -0.27 27 n/a rVa PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 376 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc putting, except BOTCHORD 2x4 SP M 30 'Except' endvedicats. 3-30,10-22,18-31: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-15 oc bracing. WEBS 2x4 SP No.3 'Except* WEBS 1 Row at midpt 7-24, 8-24, 4-27, 6-27, 11-21, 11-23, 11-17 13-16,6-27: 2x6 SP No.2, 25-27: 2x4 SP M 30 2 Rows at 1/3 pis 8-23 WEDGE JOINTS 1 Brace at Jt(s): 17 Left: Pint SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation puide. REACTIONS. (Ib/size) 2=286/0-8-0 (min. 0-1-8),27=3137/0-6-0 (min. 0-3-11), 16=1242/0-8-0 (min. 0-1-12) Max Horz 2=818(LC 12) Max Uplift 2=-179(LC 8), 27=3587(LC 12), 16=-472(LC 12) Max Grav 2=286(LC 21). 27=3137(LC 1), 16=1483(LC 18) FORCES. (Ib) - Max. ComplMan Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6Oaf395, 335=-1761/811, 4-35=-1751/907, 4-5=-3197/1459, 536=3185/1536, 636=3181/1676, 6-7=-3649/1619, 7-8=-2797/1119, 8-9= 1325/0, 9-10— 132410, 10-37— 1316/0, 37-38=-1316/0, 11-38= 1316/0, 11-39= 678/320, 12-39— 67W320, 12-13=-792/263 BOT CHORD 3-29=-594/1348, 28-29— 59011332, 27-28=-590/1332, 7-25=-2143/3211, 24-25= 1480/3616, 24-40=-989/2914, 23AO=.989/2914, 10-23— 551/695 WEBS 7-24=-2984/2067, 8-24= 1922/3141,17-19=0Y307,12-17=-127/344,13-16=-14201716, 13-17= 50/933,4-29=-862/383, 4-27=-925/1896,6-27— 1714l74,25-27=-2768/5865, 6-25=344/2006,11-21=-548/0,17-21=0/834,21-23=0/840,11-23=-279/1290, 11-17= 286/4, 8-23-2231/1667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132 ri TCDL=4.2psf; BCDL=3.Opsf; h=19f1; B=91 it; L=115ft; eave=lift; Cat. 11; Exp O; Encl., GCpi=O.18: MIN FRS (directional) and C-C Exledor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 21-2-8. Extedor(2) 21-2-8 to 49-9-7 zone; cantilever right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) The Fabrication Tolerance at joint 25 = 4 7) This Imss has been designed for a 1D.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 6,201 S ®WARNING. Ved]xlasignparamenersand READ NOTES ON THISANO INCLUDED MREKREFERANCEPAGEMR7473 mv. 1V0,120159EFOREUSE Design mild for use only Win Unclog connectors. this dedgir Is based only Upon parameters shown, and Is for an Ndlvidual balding component, hot a truss system. Before use. Ita W11ding designer must mi fy the appllcoblify of design perometens and properly Incorporate this design Into the overall buadng design. Bracing indicated is to prevent buckJlrg of Individual Wss web and/or chord members only. Addlional temparary and permanent bracing MiTek' h dways required for slabilltyand to prevent collapse Min possmle personal mJuy arb property damage. Forgenerdguklalcenegadngthe fabdcdbrt st«age, tlelivery, erection arntl braceg of irussesand husssyatems seeAN51/IPII Gua@y C1Dc1b, DSadg antl BarWStlhp Component 6004 Parke East Blvd. SDNryRrbnnallomvanaWe from lrus Plate Institute. 218 N. Lee Street. W to 312, A arceelda. VA 22314. Tanpe, FL 33510 o • fUas russ ype y NOEL T1526e342 75500 87 PIGGYBACK BASE 2 i Job Reference o tional Charrbers Truss, Ino., Fort Pierce. FL a.,ovaum�,. ��,., ,..� ,.... .. ........ ...... ...n... ID:AhPI?e7BXJSHSrGr2uyWF2yX6uq.kj?BZgyuFClKhDzT2DiPgLifxBTOmts5hZhOiuyWSla 21 28 1 24-0 s: 8 led-11 142-0 131-0 9.11 20-00 369i 0268 46-315 49-11-3 460 28-0 S9a -1141 3&5 311-0 1-1ee -3 7-98 69i bei 3&7 37 < Scale=1:97.0 6x8 MT18HS = 4X5 = 48 II 6.00 F12 6xe 9 3.6 = 3.8 = 516 = .- 7 a 9 36 37 10 11 38 12 3a -- tOx10 = 12x14 MT18Hs 11 3x8 = 5x8 MT18H5 = 3x6 = 21 28 49-11-3 LOADING (pst) SPACING- 2-0-0 TOLL 20.0 Plate Grp DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code F802017/rP12014 CSI. TC 0.68 BC 0.96 We 0.94 Matrix -MS DEFL. In VC If0.85 Vert(CT) -0.50 Hou(CT) -0.27 (loc) Udell Ud 3-29 >256 240 18 >689 240 27 n/a n/a PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 3761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP M 30 •Except' end verticals. 3-30,9-22,18.31: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5-9.14 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at micipl 7-24, 8-24, 11-21, 11-23. 11-17. 4-27, 6-27 13-16,6-27: 2x6 SP No.2, 25-27: 2x4 SP M 30 2 Rows at 1/3 pis 8-23 WEDGE JOINTS 1 Brace at Jt(s): 17 Left: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=28510-8-0 (min. 0-1-8), 27=3139/0-M (min. 0-3-11), 16=1244/0-8-0 (min. 0-1-12) Max Horz 2=818(LC 12) Max Uplift 2=-178(LC 8), 27=-3589(LC 12), 16=-470(LC 12) Max Grav 2=286(LC 21). 27=3139(LC 1), 16=1489(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-651/398, 3-35=-1768/812,4-35=-1758/911,4-5=-3203/1461, 5-6=-3187/1678, 6-7=3649/1621,7-8=-2787/1121, 8-9= 1317/0, 9-36=-1307/0, 3637=-1307/0, 10-37= 1307/0, 10-11-1307/0, 11-38=-697/330, 12-38= 697/330, 12-13= 814/270 BOT CHORD 3-29=-596/1356, 28-29=-592/1340, 27-28= 592/1340, 7-25=-2144/3241, 24-25=-1482/3616, 24-39=-991/2909,2339= 991/2909,9-23=-5471739 WEBS 7-24=3008@070, 8-24= 1925/3161, 8-23=-2289/1664, 17-19=0/318, 12-17= 125/341, 13-16= 14271731,13-17=-021935,11-21=-556/0,17-21=0/829,21-23=0(834, 11-23— 279/1286, 11-17=-262/27, 4-29= 861/3B3, 4-27_ 92512007, 6-27=-1694773, 25-27=-277215878, 6-25=-34511990 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psl; BCDL=3.Opsf; h=191t; B=9111; L=115f ; eave=13fk Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 21-2-8, Extedar(2) 21-2-8 to 49-9-7 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate ilfalnage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. Walter P. Finn PE No.22839 6) The Fabrication Tolerance at joint 25 = 4 % fdTek USA, Inc. FL Cert 6834 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. Parke Fart Blvd. Tampa FL 33616 ' 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 oats Dole - D will fit between the bottom chord and any other members, with BCDL = IO.Opsf. will 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178111 uplift at joint 2, 3589lb uplift at October 5,2018 A WARNING -Vedrydestgnpammetersand READNOTES ON MIS AND INCLUDED MrrEKRi FENANCE PAGEMIN473 rev. 1=3: 01SDEFOFEUSE 0esign valid for use only Wth MBeka connectors, this desgn Is bused only Upon parameters shown, and Is for an IndlAdual bu0tllrg component, not a truss system, Before use, the bullding des$gner must vetlfy the opplicabelN of design parameters and Irsope`ly Incorporate this design Into the overall bulldingdeslgn. BIG CCbeIndicated lsloprevent hackling oflndlvldualtrumweb ard/or chordmembm eaonly. Addlllonaltepwaryanlp rmanentbracing always reguIred fofstablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcotbm Marano. bellvery, erection and bracing of cusses and truss systems, seeANStRpII QUAUfy CrEelxl, PS949 and FICSS! Wading Compononl Welk'is 6904 Parke East Blvd. Safety 6l/nmlall3rgvcHable from buss Plate Institute, 218 N. tee Street. Suite 312. Alexandria, VA 22314. Terry., FL 33610 0 rU65 rUas yp0 T15268342 ]5500 B] PIGGYBACK BASE 2 �YOGEL eference (optional) Chambers Tm$a, Ina., Pon plea. PL ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq.kj?BZgyuFC1 KhDzMjPgUIxBTOmisShZ Sla 21-28 1 2d-0 3Sa 10d41 14-2-0 151-0 9-11 29-00 3S9d 426a 46-115 4&N-3 140 2A-0 S3a Al-11 395 311-0 1.1D0 3 )-98 69d 69d 39-0 3)d Scale=1:97.0 45 = 4x8 II Stall MT18HS= 6.00 FIT 6x8 4 7 8 3x6 = 3xe = SO = 36 37 10 11 38 12 30 -- 10x10 = 12x14 rv111eN5 II 3x8 = Sx8 MT79H5= 3x8 = 21.28 4911-3 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.68 BC 0.96 We 0.94 Matdx-MS DEFL. Ven(LL) Ven(CT) Horz(CT) in (lot) Mail Ud 0.85 3-29 >256 240 -0.50 18 >689 240 -0.27 27 n/a rUa PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 376 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 SP M 30 *Except' end verticals. 330,9-22,18-31:2x4 SP No.3 BOT CHORD Rigid telling directly applied or5-9-14 oc bracing. WEBS 2x4 SP No.3'ExcepY WEBS 1Row at midpl 7-24,8-24,11-21,11-23,11-17,4-27,6-27 13-16,6-27: 2x6 SP No.2, 25-27: 2x4 SP M 30 2 Rows at 1/3 pis 8-23 WEDGE JOINTS 1 Brace at Jt(s): 17 Left: 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during two erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=285/0-8-0 (min. 0-1-8),27=3139/0-" (min. 0-3-11),16=1244/0-8.0 (min. 0-1-12) Max Horz 2=818(LO 12) Max Uplift 2=-178(LC 8), 27=3589(LC 12), 16=-470(LC 12) MaxiGrav 2=286(LC 21), 27=3139(LC 1), 16=1489(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-651/398, 335=-1768/812, 4-35=-1758/911, 4-5=-3203/1461, 5-6_ 3187/1678, 6-7=-3649/1621, 7-8=-2787/1121, 8-9=-1317/0, 936=1307/0,36-37=-1307/0, 1037=-1307/0, 10-11= 1307/0, 11-38= 697/330, 12-38= 697/330, 12-13=-814/270 BOT CHORD 3-29=-596/1356, 28.29= 592/1340, 27-28=-592/1340, 7-25= 2144/3241. 24-25=-1482/3616, 2439=-991/2909, 2339=-991/2909, 9-23=-547/739 WEBS 7-24=-3006/2070, 8-24=-1925/3161, 8-23= 22a9/1664, 17-19=0/318, 12-17= 125/341, 13-16= 1427/731,13-17=-42/935,11-21= 556/0,17-21=0/829, 21-23=0/834, 11-23= 279/1286, 11-17=-262/27, 4-29= 861/383, 4-27=-925Y2007, 6-27=-1694173, 25-27=-2772/5878, 6-25=345/1990 NOTES- 1) Unbalanced root five loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf1 BCDL=3.Opsf; h=19ft; B=9111; L=11511; eave=13ft Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Extenor(2) -1-6-13 to 6-0-7, Interior(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 49-9-7 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) The Fabrication Tolerance at joint 25 = 4 7) This two has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BOX= 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 2, 3589Ib uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6834 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 VQWABN/No-Varecfeslgnparanerersand HEAD NOTES ON THIS ANDINCLUDED NREK BEFEBANCE PAGEM/F1471 rev. IWOYt015 BEFONE USE �■� Oedgn vailtl for use oNy wiM Mliek9 connectom. Tils dadgn b bared on"upon rwraneters shown, and Is for rn altlMtlual Wlltllrx3 component. not a truss system. Before use, Itw3 bulltllrsg tledgner must vedh the appllcablllh of tledgn paramelors antl plopetly Incorporate Ihh tleslgn Into the overall i.M�w bulltling dedgn. Bracing lrrJkatetl is fo prevent buckling oflndNlduallmss web antl/or chortl members oMy. Atldlllonal femporory antl permanent bracing MiTek' It always requiredfor stabllltyand to. prevent collapse with posdble persarral ln)ury and property damage. For general gMtlance regarding the fatxballoRstorage„delivery, erection and bracing of misses antl ruse systems. seeAN6Ulpii pea��1.CrBarlq D58d9 DrW SCSI BOIdblp Componm) Sale Vferd anness rvalioMe ham rnrss Wote Insafum 21a N. Lee Street. Suite 312, Alexondna. VA 22314. 6904 Parke East Blvd. Tampa, 1. 33610 Job ms5 I run I ype cry Ply NOEL T15268343 75500 Ba PIGGYBACK BASE 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC MAX. OTHER TOP CHORDS MAY HAVE STRUCTURAL SHEATHING 6x10 MT18HS = DIRECTLY APPLIED. TYPICAL. 6.00 FIT m d 5x6 = 5x6 = 4x5 = 4xB = 5x6 = ax10 = w 4x6 .a 3x5 = 3x6 = 3xB = 3x5 = • 22 21 20 19 4x5 = 4x8 = 4x8 II 4&6-12 Scale = 1:98.9 LOADING (psr) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Co,e FBC2017/rP12014 CSI. TC 0.58 BC 0.74 W B 1.00 Matrix -MS DEFL. Ven(LL) Ven(CT) Horz(CT) in (loc) Ndefl Ud 0.53 3-29 >257 240 -0.36 27-29 >999 240 -0.09 17 TWO n/a PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 393 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' except end verticals. 330;11-22,19-31: 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. Except: WEBS 2x4 SP No.3'Excepr 1Row at midpt 11-23 14-17,5-29: 2x6 SP N0.2 WEBS 1 Row at midpt 7-29, 7-27, 8-27, 8-25, 10-25, 10-24, 12-21, WEDGE 12-23 Left: 2x6 SP No.2 JOINTS 1Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during thus erection. In accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 2=200/0-8-0 (min. 0-1-8), 17=1734/0-11-5 (min. 0-2-3), 29=271510-10-7 (min. 0-3-4) Max Horz 2=818(LC 12) Max Uplilt 2=-53(LC 8), 17= 1030(LC 12), 29=2836(LG 12) Max Grav 2=268(LC 18), 17=1843(LC 18). 29=2742(LC 17) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-904/374, 335=-2526/898, 4-35=-2515/939, 4-5=-2675/1116, 5-6=-2609/1082, 6-36=-2604/1092,736=-2596/1167,7-8=-1572/636,8-9=-1647/1203, 9-10= 1824/1267, 10-37= 1819/1302, 1137= 1819/1302, 11-12— 1567/1261, 12-13= 983(871, 13-14= 1129/890 BOT CHORD 3-29=-742/1993, 29-38=0/823, 28-38=0/823, 2839=0/823, 27-39=0/823, 26-27— 340/1235, 26-40=340/1235, 25-40=340/1235, 24-25= 1018/1756, 24-41= 982/1509. 23-41= 982/1509,11-23=-698/523 WEBS 7-29=-2432/3345, 7-27=-1374/1031, 8-27= 56211113; e-25— 932/689, 9-25=-751429, 10-25=-8111720,11-24=-60/429,14-17=-1796/1478,14-18=-924/1390,12-21=-1215/875, 18-21=-974/1424, 21-23=-653/1020, 12-23= 723/1225, 4-29=-420/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91ft; L=115f ; eave=13ft; Cat. 11; Exp D; Encl., GCpI-0.18; MWFRS (directional) and C-C Exterlor(2)-1-6-13'to 6-0-7, intedor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Interlor(1) 30-11-8 to 44-8-8 zone; cantilever right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. Walter P. Finn PE No,22639 5) All plates are 3x4 MT20 unless otherwise indicated. fARek USA, Inc. FL Ced 6634 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 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 [all by 2-0-0 wide Dale: will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 53lb uplift at joint 2, 1030lb uplift at joint October 5,2018 A WARNING-Veay dedgnpammeters and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIP7473 rev. IQAJ 15BEFOREUSE Design valld for use only with MBektt) connectors. TNs deslgn Is based only upon parameters shown, and Is for an Individual building component, net a truss system. 9eford use, the building designer must verify the appIcablllty, of design parameters and properly Incorporate this design Into the overall building design. B ing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always required for stoblifty and to Wevent C011ak£` C with possible personal Injury and property damage. Far geneml guldance mgardlrg the fabrlcallon storage, delivery, erecnon and bracing of trussesand tmmsWems, seeABalmll Oua/By CrRetiq DSBdp antl BCSI BUBdetg Component Safety bfermalbtgvallable hem Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. 6904 Pmke East Blvd. Tarry., FL 33610 o russ russ ype T15268313 ]5500 as PIGGYBACK BASE 1 �YN.OEL eference o lional Chambers TNSS, 9C., F011 FAMS, FL TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC MAX OTHER TOP CHORDS MAY HAVE STRUCTURAL SHEATHING Seto MT18HS = DIRECTLY APPLIED. TYPICAL. 6.00 F12 5x6 = 5x6 = 45 = 4x8 = 5x6 = 30 SAO = w 4x6 =a 315 = 3e6 _ 3x8 = 3x5 = 22 21 20 19 4x5 = 4xe _ 1 4xe II S.I. =1:98.9 48s12 2dd 14b9 2F2d 28-9A 30.11-8 3610d 4P Od10 49-11.3 1 2dd� ., 9-10.15 N. 23d V1 1 ,11�2 Alt-9 1 3d1�'� 1d-7 Plate Offsets(XYI— f2:0-0-12Edge1 f2:0-0-4Edce1 f3:0.6-00-2-5117:0-2-00-1-12118'0-6-80-1-12119:0.3-80-2-41113:0-3-00-2-01118'0-2-80-2-81123:0-5-120-2-81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.53 3-29 >257 240 MT20 2441190 TOOL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.3627-29 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) -0.09 17 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 3931b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc pudins, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 3-30,11-22,19-31: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3'Exoept' IRow at midpt 11-23 14-17,5-29: 2x6 SP No.2 WEBS 1 Row at midpt 7-29, 7-27, 8-27, 8-25, 10-25, 10-24, 12-21, WEDGE 12-23 Left: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. (Iblelze) 2=200/0-8-0 (min. 0-1-8), 17=1734/0-11-5 (min. 0-2-3), 29=2715/0-10-7 (min. 0-3-4) Max Horz 2=818(LC 12) Mac Uplift 2_ 53(LC 8), 17=-1030(LC 12), 29=-2836(LC 12) Max Grav 2=268(LC 18), 17=1843(LC 18). 29=2742(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-904/374, 335=-2526/89a, 4-35=-2515/939, 4-5=-2675/1116, 5-6=-2609/1082, 636= 2604/1092, 7-36=-2596/1167,7-8= 1572/636, 8-9=-1647/1203, 9-10= 1824/1267, 10-37= 1819/1302, 11-37= 1819/1302,11-12= 1567/1261,12-13_ 983/871, 13-14= 1129/890 BOT CHORD 3-29=-742/1993, 2938-0/823, 28-38=0/823, 28-39=0/823, 27-39=0(823, 26-27=-040/1235, 26.40=-340/1235, 25-40_--340/1235,24-25= 1018/1756,24-41= 982/1509, 23-41= 982/1509, 11-23=-698/523 WEBS 7-29=-2432/3345, 7-27= 1374/1031, 8-27=-562/1113, 8-25= 932/689, 9-25= 751429, 10-25=-811/720,11-24=-60/429,14-17= 1796/1478,14-18=-924/1390,12-21= 1215/875, 18-21= 974/1424,21-23=-653/1020,12-23=-723/1225,4-29— 420/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10i Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91 it; L=115ft; eave=13fh, Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Interlor(1) 30-11-8 to 44-8-8 zone; cantilever right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. Walter P. Finn PE No.22639 5) All plates are 3x4 MT20 unless otherwise Indicated. 6bTek USA, Inc. FL Cott 6634 6) This truss has been designed for a 10.0 first bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33610 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: Will lit between the bottom chord and any other members, With BCDL= IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53lb uplift at joint 2, 1030111 uplift at joint October 5,2018 ®WARNING-Vadly design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 111032015 BEFORE USE. De9gn "antl for use 0Ny wllh MIluk"eonrrocfon. iNstle96n 6 basetl wily upon parameters shown, antl is fw m NtllNtlual WatlinO component trot a trusssystem.Before use, the bulMing designermust onthe aPPllcab6lty of tleslgn parameters alxl progeny Inco6xorate ihb designInto iho overall bulltlUg cordon. Bragln0lndicaletl kfo prevent buckling of IntlMdual tma web area/orchard members only. Addillonal temporary and permanent bracing k always requtr¢tl (or afadllty andto pevent collapsa with possible personal h1lury and groped" damage. For general 0ultlance regardlrxl the fa[xlcallon.storage, ifellvery er¢ctlon antl bracing of trusses and truss systems, seeANSU(pll CaD//y CrMlfa, OSBd9 Ond BC51 Bu1drnp COmporonf MiTek' 6904 Parke East Blvd. SOhry 2nf0Rnafbrgvallable from Inns Plot. institute. 218 N. Lee street Sulte 312. PJexantlaa. VA 22314. Taw , FL 33610 oTruss was I ype Cry Ply NOEL T15268344 ]5500 B9 PIGGYBACK BASE 1 i Jab Reference o banal GnalMem I rum, MO.. Fan rrerae, rL Scale = 1:102.3 SAO MT18HS = 6.00 12 5x8 = 7 8 4.5 5x12 = 3x4 11 5x6 = 6x8 = 3x6 i 9 10 3x5 = 4x8 = 3.6 i 13 33 6 34 4xI0 G 5 4 �1 d 32 26 7 4 IQ 0 1 S= 24 23 21 19 15 18 17 37 38 35 22 36 20 4x8 = 3xA I 25 4x6 It 4x5 = 3x5 = 3xe = 6x8 = 3x4 11 4x5 = 3x4 I 3x6 = 3x6 = 70 = 4a II 2-BO 9-7-9 14-9-1 21-2-8 28A-8 32-11-8 6-11 0-0 d6-8-8 49-71-3 2.8-0 E71-8 5-1-8 6-5-7 7-]-0 4-2-0 3-10.8 9-10-8 3-2-17 Plate Offsets O,Y)-- [2:0-0-12,Edge], (2:0-0.4,Edge], [3:0-4-0,0-2-5j, [7:0-6-8,0-1-12], [8:0-5-0,0-2-0], [12:0-3-0,0-2-0], [13:0-5-4,Edge], [16:0-2-12,Edge], [18:03-8,03-0), [26:0-0-5 0-2-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.27 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.53 15-16 >899 240 MT78HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) -0.05 31 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.27 3-24 >423 240 Weight: 359111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-6 cc purllns, BOT CHORD 2x4 SP M 30'Excepr except End verticals. 3-25;10-17: 2x4 SP NO.3 BOT CHORD Rigid ceiling directly applied or 5-8-3 cc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpl 4-23, 6-21, 7-21, 7-19, 9-19, 11-15 4-24: 2x6 SP No.2 MiTek recommends that Stabilizers and required cress bracing OTHERS 2x8 SP 240OF 2.0E be Installed during truss erection, In accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=161/0-8-0 (min. 0-1-8), 24=2712/0-10-7 (min. 03-5), 31=1665/0-7-4 (min. 0-1-8) Max Horz 2=841(LC 12) Max Uplift 2=-77(LC 10). 24= 2706(LC 12), 31=-1081(LC 12) Max Grav, 2=216(LC 18), 24=2797(LC 17), 31=1801(LC 18) I FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1031/433, 3-32=-2569/1114, 432= 2555/1162, 4-5=-1472f/9, 533=-1398/92, 6-33=-1348/97,6-7=-1826/1143,7-8=-1911/1550,8-9=-2139/1625,9-10=-2256/1778, 10-34= 2269/1785, 11-34= 2269/1785, 11-12= 809/669, 13-26=1255/1621 BOT CHORD 3-24=-882/2021, 23-24= 879/2007, 23-35= 255/1118. 22-35= 255/1118, 21-22= 255/1118, 21-36=914/1528, 20-36=-914/1528, 19-20=-914/1528, 18-19=-1687/2276, 10-16=319/366, 1637=-129Wl6D2, 37-38=-1290/1602, 15-38=-1290/1602 WEBS 4-24=-2782/3185, 4-23=-2587fd203,6-23=-1153/1687, 6-21=-1054f722,7-21= 352f759, 7-19= 794/681, 8-19=-189/527, 9.19= 932/872, 9-18= 292Y240,16-18=-1452/2263, 11-16=-678/1087,11-15=-1472/1287,12-15=-4621/88,15-26= 784/1111,12-26=-1140/831, 1331=-1816/1413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bit; B=91 it; L=115ft; eave=13ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interlor(1) 6-0-7 to 21-2-8, Extedor(2) 21-2-8 to 28-9-8, Intedor(1) 32-11-8 to 46-8-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. Walter P. Finn PE No,22839 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 61Tek USA, Inc. FL Cart 6634 will fit between the bottom chord and any other members, With BCD = 10.Opsf. 6904 Parke East Blyd. Tampa FL 33810 7) Bearing at joint(s) 31 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity Data: rapacity of bearing surface. 6)r.tnher S POI R 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at joint 2, 2706111 uplift at joint ®WARNING -Vedfydesl9jam,v elerseed RE4D NOTES ON TNIS AND INCLUDED M?EKREFERANGEPAGEM147473my 10/032015BEFORE USE Design Valid for Use oNy w11h Mliek9 cvnrx;eioro. Tws design B based oNy upon parameters shown. and Is fat an Individual buading component. trot o buss system. Beforg rrss, inro bulltllrxl deNgner must vetlN itre applicablllN of tlesign parameters antl properly Incorporate ih6 design Into the overall building tlesion.&acinglrxilcatetl is to prevent Wckllrg of lrAlvMual truss web arxl/orohordmembers only. Adtllilorwl temporary antl permanenibracing MiTek' is al ways required foF as.Ulllty antl to pevenl collapse wlln possaxe persorwlinlury antl property tlamage. For general guidance regarWrg the fabrkaibr storage;delNery, erecaon antl bracing of Irussesantl Irusssysiemv seegNSry3Pl1 Oue0y C19oM, D58-0P antl SCSI BUItlNp Componon/ 6904 Parke Eest Bbd. Selaly I.A.AnelbruVollabie Iron truss Plane Insmrrt . 218 N. Lee SVeet Suite 312. PlexarWda, VA 22314. Tempe, FL 33610 0 russ russ ype ty NOEL T15266344 76500 Be PIGGYBACK BASE 1 i Jab Reference (optional) ChaaDers Truss, Ias.. Fort P1911e, FL a.,o..a ju; zu zui U Mu; o......,._...._.......... __. _ .��. __ __._ . _�_ . ID:AhPp?e7BXJ8HSrGr2uyWF2yX6uq.SXlyenWpsrHOglKF6pWfOYYEC25UC64L80jkw 662 1-G 2-8-0 8-10-3 9 7 9 141 1 21-2-8 28-9.8 32-11.8 3&10.0 46-8-8 49-113 Al4-11-4 -6- 2-8-0 62-3 49- 5-9 6-5.7 7-7-0 4-2-0 N008 4-0 3-2-N Scale = 1:102.3 6x10 MT18HS = 6,00 F12 SxB = 7 6 4.5 5.12 = 3x4 II 5x6 =6x8 = 3x6 i 6 10 3x5 — 4x8 = 3.6 i 613 34\XV 4x10 G 5 n 4 26at 32 4 1 1 2 co 15 14 ¢ 24 23 21 18 18 137 38 0 35 22 36 20 4x8 = 3xd I 25 4x6 II 4x5 = 3x5 = 3x3 = Bala= 3x4 11 US 3xd 34 = 3x6 = 7xe = US II 2-&0 9-7-9 14.9-i 21-2-8 2&8-a 32-11-8 36-t0-0 461-:1 , 49-11-3 F I 2.8-0 6-H-9 51-8 6-5-7 1 1 7-7-0 4.2.0 I 1 3-10-8 9-00.8 3-2-11 Plate Offsets (X,Y)— [2:0-0-12,Edge], [2:0-0.4,Edge], [3:0-4-0,0-2-5], [7:0-6-8,0-1-12], [8:0-5-0,0-2-0], [12:0-3-0,0-2-0], [13:0-5-4,Edge], [16:0-2-12,Edge], [18:03-8,0-3-0), [26'0-0-5 0-2-111 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in pot) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(ILL) -0.27 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Ved(CT) -0.5315-16 >899 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.98 Horz(CT) -0.05 31 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 3-24 >423 240 Weight: 359 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-6 cc purllns, BOT CHORD 2x4 SP M 30 *Except- except end verticals. 3-25,10-17: 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5-8.3 cc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpl 4-23, 6-21, 7-21, 7-19, 9-19. 11-15 4-24: 2x6 SP No.2 MiTek recommends that Stabilizers and required cross bmcing OTHERS 2x8 SP 240OF 2.0E be Installed during truss erection, in accordance with Stabilizer WEDGE Installallon quicle. - Left: 2x4 SP No.3 REACTIONS. (Ib(size) 2=161/0-8-0 (min. 0-1-8), 24=2712/0-10-7 (min. 03-5), 31=1665/0-7-4 (min. 0-1-8) Max Hertz 2=841(LC 12) Max Uplift 2=-77(LC 10), 24=-2706(LC 12), 31=-1081(LC 12) Max Grav 2=216(LC 18), 24=2797(LC 17), 31=1801(LC 18) FORCES. gb) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/433, 3-32-2569/1114, 4-32= 2555/1162, 4-5-1472179, 5-33=-1398/92, 6-331-1348197, 6-7=-1826/1143,7-8=-1911/1550, 8-9=-2139/1625, 9-10=-2256/1778, 1034-2269/1785, 1134=2269/1785, 11-12-809/669, 13-26=-1255/1621 BOT CHORD 3-24=-8822D21, 23-24= 879/2007, 2335-255/1118, 22-35=-255/1118, 21-22=-255/1118, 21-36=-914/1528, 20-36=-914/1528, 19-20-914/1528, 18-19-1687/2276, 10-16=-319/366, 16-37=4290/1602, 3738=-1290/1602, 15-38=-1290/1602 WEBS 4-24=-2782/3185, 4-23— 25872203, 6-23-1153/1687. 6-21= 1054/722, 7-21=3521759, 7-19=-794/681, 8-19=-189/527, 9-19=-932/872, 9-18=-292240, 16-18=-14522263, 11-16-678/1087,11-15=-1472/1287,12-15=-4627788,15-26=-784/1111,12-26=-1140/831, 13-31-1816/1413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=1 Bit; B=91It; L=115ft; eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6.0-7, Interior(1) 6-0-7 to 21-2-8, Exterlor(2) 21-2-8 to 28-9-8, Interior(1) 32-11-8 to 46-8-8 zone; porch left exposed;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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 Wit fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 31 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771b uplift at jolnt 2, 2706111 uplift at joint Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cad 8834 8904 Parke Eaet Blvd. Tampa FL 33610 Date: October 5.2018 Q WARNING -Verly erode. pammofov and HEAD NOTES ON THIS AND INCLUDED MITENREFERANCE PAGE M11.7473 ray. IOUIV2015 BEFORE USE. Design valid for use only With MITekSr connectors. Na design is based only upon parameters shown. ara is for an lndivldual beetling component. not a inns system. Before use, the bultllng designer must veory the appilcablllty of deslgn parameters and properly Incorporate Ihls design Into the overall bulldingdeslgn.BracmgIndicated Istoprevent buckiingoflntllviduallluuwet,and/or chord members only. Adaltlorwltemporaryandwrmanentbracing MiTek' Is always iegdretl for stabllity and to prevent collapse with poslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoAlyyl/Ipll Quality ClledO, DSBHIp and SCSI Building Component 6904 Parke East Blvd. Saloy rnromralbmvallable from Truss Rate Insafufe. 218 N. Lee Street, Suite 312, Nexandra. VA 22314, Tampa, FL 33610 Job • fuss Truss ype y NOEL T15268345 75500 C Roof Special 1 1 Job Reference o floral Chambers Truss, Inc., Fon Pleree, FL nun: MW S UCI z6lull rant: a.tzu a en zu 2mo ae ies ineovena. mc. rn,,ct a 1a on. 0 Pie use , • ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq-D90age2A7arXxLs3ajWLzeHg921 LNTHYMenYTsyWSVN 42 2.3 511-16 B711 $$B 17-" 22-60 8L28 281g2 21412 4el 41r$7 S„-06 127.11 -03 7.11A S30 460 11 630 1 66-012 0.-I5 01$12 Sx6 = Scale =1:84.3 6.00 12 5 3x4 G 4x10 O 6x12 = 4x6 i Sx8 II 4 6 5x10 Q 26 3 27 6x8 = 4x10 = 3x6 = 7 8 10 28 9 3.4 It 61�3� A n 22 44 0 3 rI 'b II 0 Xjx211 12 11 6 16 Sx6 = 3x4 l 20 30 31 18 32 18 33 17 � 16 1514 6x8 = 3x4 = 4x6 = 3x8 = 4x8 = 3x4 11 3x4 N 29-" $Lit $$8 ih3-0 2260 2&1-2 34d42 40,11A 2.2- $7-,1 .3 7.11A S3-0 47:2A dAA 111� 53.,2 66.12 .2-1 $114 Plate Offsets (X,Y)-- 13:03-O.Edgel r6.0-4-9 0-1-121 19:0-3-0 0-2-0I. H0:0-4-00-2-121 I72:0-0-0 0-1-81 113:0-2-0Edgel 116:0-3-B O-2-01 122:0-2-6 0-4-41 LOADING last) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.23 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.5112-13 >977 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.12 24 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.46 14 >999 240 Weight: 316 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 14-21:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-9-10 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at micipt 5-17, 7-15, 2-20, 4-19, 4-17, 8-13, 12-22, 6-13: 2x4 SP M 30 8-22, 6-16, 13-16. 6-13. 6-17 OTHERS 2x8 SP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 20=188210-7-13 (min. 0-2-8),24=1847/0-7-4 (min. 0-1-8) Max Hone 20--441(LC 10) Max Uplift 20=-1267(LC 12), 24=-1295(LC 12) Max Grav 20=2094(LC 17), 24=1847(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-25=-2320/2045, 25-26=-2235/2055, 3-26= 2222/2057, 3-4=-2208/2066, 4-5=-2031/2044, 5-6= 2084/2001, 6-27=-4463/4094, 7-27=-4576/4084, 7-28=-3937/3449, 8-28=-3937/3449, 1-20=-274/362,10-22=-1365/1631 BOT CHORD 2030=-1683/2095, 30-31=-I683/2095, 1931— 1683/2095, 19-32=-1734/2171, 18-32=-173412171. 18-33= 1734/2171, 17-33=1734/2171, 17-34= 1967/2325. 16-34= 1967/2325,12-13= 2334/2630 WEBS 5-17— 1387/1479, 7-13= 2365/2212, 2-20= 2407/1922, 2-19=-41/512, 4-17= 586/587, 8-13=-1388/1614,8-12= 312/484,12-22=-2199/2425, 8-22=-2765t2408, 6-16= 767/805, 13-16= 2085/2462, 6-13=-2730/3090, 6-17= 1265/1176, 10-24=-1865/1678 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91ft; L=115ft; eave=131t; Cal. II; Exp D; Encl., GCIA-0.18; MW FRS (directional) and C-C Exledor(2) 0-1-12 to 7-8-15, Inledor(1) 7-8-15 to 17-3-0, Exterior(2) 17-3-0 to 24-10-3, Interior(1) 27-2-8 to 40-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Buliding designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12671b uplift at joint 20 and 12951b uplift at joint 24. LOAD CASE(S) Standard Walter P. Finn PE No22839 KIM USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING- Vedly Aeafgnpammefem an4READ NOTES ON THIS AND INCLUDED UMFKREFERANCE PAGEMII 7473mv. 1IM2015SEFOREUSE. Daslgl vdW for use oNy wlih Mlreke connectors. iNsdeslgn h based orry upon parameter shown, and Is form Individualbu0tling component, hot �� a buss system. BeforA use, the building designer must verity the appilcablllly of design parameters and properly Incorporate this desJgn Into the overall boldIngdesim. Bracing Indicated Is to prevent bucklingoflndNldualbussweleand/or chord members only. Addlllonallemporaryandpermanentleracing MiTek' Is always required for stability and to prevent collapse Win possexe personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing o1 tosses and two systems weAAui Qualify QfoM, D049 met BCSI Bu9db g Component 6904 Pa,ke Eas, BN4. SaNty Nlonnolbmvallallo from buss Plate Insitute, 218 N. Lee Street safe 312, Alexandre. VA 22314. Tampa, FL 33610 Job • russ Truss Type Cry My NOEL T15269346 75500 C1 Roof Special 1 1 ' Job Reference (optional) Cir 'mbem Truss, Iw., Fod Plerce, FL 3x4 , i 5x6 = 6.0U F12 18 25 26 17 16 27 1s 28 14 13 6x10 MT18HS = 3x4 = 3x6 = 3x8 = 4x8 = 3x4 11 10-7-10 17-3-0 23-10-7 29-1-0 35-6-10 42-23 10-7-10 6-7-6 6-7-7 52-9 6-5-10 6-7-9 Scale =1:78.9 Plate Offsets (X Y)- 13:03-0 Edoel f6:0.4-13.0-1-121. 17:0-40 Edciel 19:0-3-12 Edoel. fl2:03-12 Edgel f14:0-3-8.0-2-01 LOADING (ps!) SPACING- 2-0-0 CSI. DEFL. In (lot) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.30 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -0.65 17-18 >772 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Holz(CT) 0.13 20 n/a n(a BCDL 10.0 Code FBC2017ITP12014 Matdx-MS Wmd(LL) 0.52 12 >963 240 Weight: 2921b FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 'Except' 7-13:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except* 9-11,6-12: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3'Ercept* 9-19: 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 18=1878/Mechanical, 20=1838/0-7-4 (min. 0-1-8) Max Horz 18=-461(LC 10) Max Uplift 18=-1276(LC 12), 20= 1290(LC 12) Max Grav 18=2060(LC 17), 20=1838(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-2,1=-228812016, 21-22=-2165/2024, 3-22=-2153/2033, 3-4=-2138/2035, 4-5=-2012/2026, 5-6=-2062/1977,6-23=-4978/4432, 7-23=-5092/4428, 7-6=-4734/4099, 8-24=-2913/2490, 9-24=-2913/2490, 1-18= 245/294 BOT CHORD 18-P5— 1535/1936, 25-26— 1535/1936, 17-26— 1535/1936, 16-17— 1704/2234, 16-27=-1704/2234,15-27= 1704/2234,15-28=-2084/2421,14-28=-2084/2421, 7-12-2611/2330, 11-12=-2490/2913, 10-11=-238/279 WEBS 2-17=-249/636,4-15=-610/517, 5-15— 1239/1337. 8-12= 1830/2132, 8-11=-1465/1419, 9-11= 2635/3083, 2-18— 2260/1943, 6-14-778/837. 12-14-215012517. 5-12— 2652/3346, 6-15=-1374/1200, 9-20-187011592 Structural wood sheathing directly applied or 2-10-0 oc pudins, except end verticals. Rigid telling directly applied or 4-7-10 oc bracing. Except: 1 Row at midpt 7-12 1 Row at midpt 4-17, 4-15, 5-15. 8-12, 9-11, 2-18, 6-14. 12-14. 6-12, 6-15 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; B=9111; L=115ft; eave=1311; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2) 0-1-12 to 7-8-15, Interlor(1) 7-8-15 to 17-3-0, Exterior(2) 17-3-0 to 24-10-3,I lntedor(1) 29-2-8 to 41-5-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 elide will fit between the bottom chord and any other members, With BCDL= 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 20 considers parallel to grain value using ANSVTPI 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 12761b uplift at joint 18 and 1290 Ito uplift Walter P. Finn PE No.22839 V6Tek USA, Inc. FL Can 6834 69M Parke East Blvd. Tampa FL 33610 Date: October 5,2018 AWARNINO-VerilyEea/gnpammerem and REA000rESON 7NIS AND MiLDDEpN/FEN REFERANCE PAGE"" 7473 rev. iWDM BEFORE OSE Design valid for use Qml v "Mmek conrectora. 7Ms dedgn 9 baxW Doty upon parameters stawn, and Is for ar Ndividud b "urlg componenl, not a buss system. Before use, the building deslgnecmust vetlty the aPPlicabalry oltledgn parameters and properly incorporate fh4 design Into the ovorall bulltllnI deslon.&acing in, to prevent tackling oflrtdlvldual truss web and/or chordmembers only. Atldlllonal temporary and permanent bradrrg MiTek' is alwaysmquked for stability and to pre vent collapse wllh possible personal lnlury and propeM damage. For general guldonce regarding the rabdcaibn storage, delivery, erection antl braclrxl of trusses and truss systems, se eAN51/IPII Ouo/By CiB�rb, DBB-09 and BCSI WBdaIH Componml 6804 Parke Ent Blvd. S AiW kr/omrafbnavallade bom truss Plgte Institute, 218 N. Lee Street, suite 312, Plexantl0. VA 22314. Terry., FL 33510 Job • russ I russ I ypB y NOEL T15266346 75500 Cl Rool Special i 1 Job Reference (optional) Charters Truss, Inc., For! Pierce. FL Scale=1:78.9 6.o0 12 Sx6 = 18 25 26 17 16 27 15 28 14 13 6x10 MT18HS = 3x4 = 3 eS = 3x8 = 4x6 = 3x4 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TO 0.83 BC 0.99 W B 0.94 Matrix -MS DEFL. Ven(LL) Vert(CT) Horz(CT) Wlnd(LL) in (loc) Well Ud -0.30 17-18 >999 360 -0.6517-18 >772 240 0.13 20 n/a n/a 0.52 12 >963 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 292111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc pudlns, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 7-13:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or4-7-10 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at micipt 7-12 9-11,6-12: 2x4 SP M 30 WEBS 1 Row at Ili 4-17, 4-15, 5-15, 8-12, 9-11, 2-18, 6-14, OTHERS 2x4 SP No.3 *Except' 12-14. 6-12. 6-15 9-19: 2x8 SP 240OF 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1878/Mechanica1,20=1838/0-7-4 (min.0-1-8) Max Horz 18=-461(LC 10) Max Uplift 18-1276(LC 12), 20— 1290(LC 12) Max Grew 18=2060(LC 17), 20=1838(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-228812016, 21-22=-2165/2024, 3-22-215312033, 3-4=-213812035, 4-5=-2012/2026, 5-6=-2062/1977,6-23=-4978/4432,7-23=-5092/4428,7-8=-4734/4099, 8-24=-2913/2490, 9-24=-291312490,1-18=-245/294 BOT CHORD 18-25-1535/1936. 25-26-1535/1936, 17-26— 1535/1936, 16-17-1704/2234, 16-27-1704/2234, 15-27=-17042234, 15-28= 2084/2421, 14-28=-2084/2421, 7-12— 2611/2330, 11-12-24902913, 10-11=-238279 WEBS 2-17=-249/636, 4-15=-610/517, 5-15=-1239/1337, 8-12-18302132, 8-11=1465/1419, 9-11=-2635/3063, 2-18= 2260/1943, 6-14= 778/837, 12-14= 21502517, 6-12= 2852/3346, 6-15=-1374/1200, 9-20= 1870/1592 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=19f1; B=911C L=115I1; eave=1311; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 7-8-15, Intedor(1) 7-8-15 to 17-3-0, Exterlor(2) 17-3-0 to 24-10-31 Interior(1) 29-2-8 to 41-5-3 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1;60 3) Provide adequate; drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This muss has been designed for a 10.0 fold bottom chord live load nonconcument 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 Walter P. Finn PE No22839 will fit between the bottom chortl and any other members, with BCDL = 10.Opsf. 61Tek USA, Inc. FL Cod 0034 7) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33810 8) Bearing at joint(s) 20 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity Date: capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1276 to uplift at joint 18 and 1290 lb uplift October 5,2018 A WARNING-VedfydWBnpammeremmdREAUNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEAFW473mv. 10109201511EFOREUSE �■�' Desiuss gn valid fotuse myWoh MRekIDconrecton. Ttdsdesign 8bosedoNyupon parametemetwvm,and is form kWMdual bustling component, net a trsystem. Before use, the bullding designer must verily the applicablllN of deem parameters and Voloorly incorporate Ihls design Into the overall bulldrngdecm.Bracing Inaloated is to prevent buckling of Individual truzweb and/or chord members only, Addlilwwltemporaryandpermanentbradng +.�Y■ MiTek' is alwaysmguired for stability and to prevent collapse with possible personal lnlary and properly damage. For general guidance regarding the rabricatbn.storage:delivery, erection and bracing of busses me teals systems, seeANSUIPIr eiva@y ClBeda,DSB-09 and BCSI Buordlrrg Component 6904 Parke East Blyd. Sntefylntofmallolnvallabie from Truss Male In51Itude. 218 N. Lee Street, Sure 312, Alexandtla, VA 22314. Taupe, FL 33610 T15269347 Feel Special 516 = Scale=1:81.7 6.00 12 5 3x4 i 5x6 WBi 4x10 1 34 6 25 3x4 II 3x6 6x10 MT18HS=0=3x4 eens 7 = 2 8 3x4 II i <23 224 d13 e6 o,7xl4MT18HS=I 20 27 28 19 10 29 17 30 16 15 08 = Gx70 ML10HS = 3x4 = 3x6 = 3x8 = 4x8 = 3x4 11 10-7-19 17-&0 23-10-7 29-1-0 31-2-e 3B-a-B 42-e-3 10-7-10 6-]-6 6-7-7 62-9 2-1-e 5-5-13 5-5-73 Plate Offsets(XY)-- f3:0-3-OEdoel f6:0-4-130-1-121 f9'0-3-80-2-01 flO:0-3-12Edgel f12:0-3.80-2-01 113:0-3-80-2-01 f16:0-3-80-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (too) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) -0.31 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Verl(CT) -0.70 14 >718 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor YES W B 0.99 Horz(CT) 0.14 22 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.61 14 >819 240 Weight: 290111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 7-15:2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 10-12,6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 *Except* 10-21: 2x8 SP 2400F 2.0E REACTIONS. (lb/size) 20=1878/Mechanlml, 22=1838/0-7-4 (min. 0-1-8) Max Horz 20= 487(LC 10) Max Uplift 20=-1286(LC 12), 22=-1280(LC 12) Max Grav 20=2045(LC 17), 22=1838(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-3-1 oc bracing. WEBS 1 Row at midpl 4-19. 4-17, 5-17. 9-13, 2-20, 6-16. 14-16, 6.14. 6-17 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-2267/2023, 23-24=-2144/2031, 3-24=-2132/2040, 3-4=-2117/2042, 4-5=-2041/2035, 5-6=-2038/1985,6-25=-5132/4448,7-25=-5242t4444,7-8=-5203/4340, 8-9=-5822/4B41, 9-26-3389/2854, 10-26=-3389/2854, 1-20=-245/294 BOT CHORD 20-27-1460/1942, 27-28=-1460/1942, 19-28=-1460/1942, 18-19=-1631/2236, 18-29= 1631/2236,17-29-1631/2236,17-30=-2019/2414,16-30= 2019/2414, 7-14=-319/311,13-14=4897/5883,12-13=-2854/3389,11-12=-315/374 WEBS 2-19=-252/645, 4-17=-614/515, 5-17=-124611341,8-14=-1893/1589, 8-13=1092/989, 9-13=-2205/2705, 9-12—I543/1428,10-12= 2891/3434, 2-20=-2241/1950, 6-16= 774/814, 14-16=-2089/2497, 6.14=2847/3468, 6-17=-1409/1211, 10-22-1915/1609 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; B=91 it; L=115f; eave—_13ft; Cat. II; Exit D; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 7-8-15, Intedor(1) 7-8-15 to 17-3-0, Extedor(2) 17-3-0 to 24-10-3,;Intedor(1) 31-2-8 to 41-5-3 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load noncOncUTrenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at Jolnt(s) 22 considers parallel to grain value using ANSIfrPI 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 1286111 uplift at joint 20 and 1280 lb uplift at Joint 22. Walter P. Finn PE No.22039 MTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING.VeHfyde gaparamere..a dREAONOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMIIJ473me 10N1201SEEFOREUSE *� Design valid for use only with Mllek®c-onneciors. INstlesign is based only upon paramoters strown. andls for an lndl oluel btledag component.not a truss system. Before use, the biding designer must verify the appllcabYily of design parameters and property Incorporate Ihh design Into the overall Ixaldinadestgn.Wa6ing execrated Is to prevent bucklIng ofindfiddual truss vveto and/or chord members only. Accllionallemporaryandpennanenlbroctrg ■.�Y�I MOW balwaysregdre fwstabllltyondtopreventcdlapwwithpo&sUepersonalInkayandproperlydamage. For general gr4dance tegardirg the fabrication.storage. AelNery, erection and bracing of trusescend hussystems,seeA/tayfell Ooamy CdfeM, DS849 and SC31 Buldhg Component 6904 Parke East Blvd. SafelylnformalbRavdlaNe ham Truss Rate InstlMe, 218 N. Lee Street Suite 372. Alexarxlria. VA 22314. 7aaya. FL 33510 Job a Naa I rUSa I ype oty y NOEL T15268346 T5500 C3 Roof Special 1 1 Job Reference (optional Carol Truss, Inc., Fort Pierce, FL Scale=1:78.9 6.00112 5x6 = 22 r b 1 �9 20 27 28 19 18 29 17 30 16 15 6x10 MT18HS = 3x6 = 3xe = 5x10 = LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CS'. TC 0.86 BC 0.84 WB 0.99 Matrix -MS DEFL. Vert(LL) Ven(CT) Hoa(CT) Wlnd(LL) in (too) Vdell L/d -0.44 13-14 >999 360 -1.0013-14 >500 240 0.15 22 nta Na 0.8613-14 >583 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 281 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc pudlns, BOT CHORD 2x4 SP M 30-ExcepV except end verticals. 7-15: 2x4 SP No.3, 11-14: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-10-4 Be bracing. WEBS 2x4 SP No.3 *Except* WEBS i Row at midpl 4-19, 4-17, 5-17, 8-14, 2-20. 6-16, 14-16, 10-11,6-14,10-12: 2x4 SP M 30 6-14, 6-17, 8-12 OTHERS 2x4 SP No.3 *Except' MiTek recommends that Stabilizers and required cross bracing 10-21; 2xe SP 240OF 2.0E be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. glorsize) 20=1878/Mechanical,22=1838/0-7-4 (min. 0-1-8) Max Harz 20-514(LC 10) Max Uplift 20=-1293(1-C 12), 22= 1273(LC 12) Max Grav 2D=2O33(LC 17), 22=1858(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-23=-2250/2029, 23-24=-2127/2037, 3-24=-2115/2046, 3-4=-2100/2048, 4-5= 2064/2042, 5-6=-2034/1980,6-25=-5250/4421,7-25=-5362/4420,7-8=-5359/4318, B-9=-4757/3876, 9-26=-4757/3876, 10-26=-4757/3876, 1-20=-245/293 BOT CHORD 20-27= 1384/1951, 27-28-13B4/1951, 19-28=-13&4/1951, 18-19=1556/2240, 18-29-1556/2240, 17-29= 1556/2240, 17-30= 2005/2502, 16-30-2005/2502, 7-14=-366/365, 13-14-6709/8354, 12-13=-6701/8355, 11-12-508/616 WEBS 2-19-253/651, 4-17=-617/510, 5-17=-1218/1331, 8-14-3842/3113, 2-20-2225/1957, 6-16=-826/833,14-16— 2136/2657,6-14=-2761/3511, 6-17=-1469/1230,9-12— 331/371, 8-12=-3828(3005,10-12=-3635/4468,10-22= 2274/1875 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91 it; L=115ft; eave=13ft; Cat. It; Elio O; Encl., GCpi=0.18; MW FRS (dlrecUonal) and C-C Exledor(2) 0-1-12 to 7-8-15, Interior(1) 7-8-15 to 17-3-0, Extedor(2) 17-3-0 to 24-10-3,, Interior(1) 33-2-8 to 41-5-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequatedrainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumaint With any other live loads. 7) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Walter P. Finn PE No.22839 will fit between the bottom chord and any other members, with BCDL= IO.Opsf. MiTek USA, Inc. FL Cott 6634 8) Refer to glyder(s) for truss to truss connections. 6904 Parka East Blvd. Tampa FL 33810 9) Bearing at Joint(s) 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Date: rapacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12931to uplift at joint 20 and 12731b October 5,2018 WAR ANING-Vadlydesignparemafors and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIF7473 rev. 101032015 BEFORE USE Design valid for use ody Win tAeloH connecteri this deslga la based only upon parameters shown, and h for an edlvldual Watling component. not a tans system. Before M. the building designer must verify the appllcablllN of design parameters and property Incorporate This design Into the overall WlIcIng design. Bracing (ndk:ated is to prevent buckling of indivId,ol hussweb md/or chord members only. Additional lemporaryand permanent bracing MiTek' Is always required for 6labaltyand to prevent collapse with possible personal Injury and properly damage, rot general gddcl regasding the fcl a cflbr storage, adivery, erection and bracing of busses and had systems. seeAµSyrpli GYCIBy cifeda, DS"V and SCSI BuBdelg Component SofefyBUormalbmvdlade from rats Rafe Institute. 218 N. Lee Street. Sale 312, Alexandria VA22314. 6904 Parke E.1 Blvd. Tampa, FL 33610 Job • Tress was lype y NOEL T1526:3348 75500 c3 Hoot Special 1 1 Job Reference o tional chambers Truss, Inc., Fod Memo, FL 6.00 12 5.6 = 20 27 28 19 18 29 17 30 16 15 6X10 MT18HS = 3x6 = 3x8 = Sx10 = 0--7-12 173-0 I 26-10 2s9-1-90 I3432-88 I277 10 I 4a72-93 -10 6-7-6 7-7 4.1107 4-1 Scale=1:78.9 22 0 19 Plate Offsets (X Y)— 13:0-3-0 Edqel f6:0-6-0 Edgel IB:O-8-0 Edael 110:0-3-12 Edael f16:0-3-80-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.44 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.00 13-14 >500 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES We 0.99 Horz(CT) 0.15 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wlnd(LL) 0.86 13-14 >583 240 Weight: 281 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc pudlns, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 7-15:2x4 SP No.3, 11-14:2x4 SP M 31 BOT CHORD Rfgid ceiling directy applied or 2-10-4 oc bmcfng. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 4-19, 4-17, 5-17, 8-14, 2-20, 6-16. 14-16. 10-11.6-14.10-12: 2x4 SP M 30 6-14. 6-17, 8-12 OTHERS 2x4 SP No.3 *Except* MjTek recommends that Stabilizers and required cross bracing 10-21: 2x8 SP 240OF 2.0E be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (ItVsize) 20=1878/Mechanlcal,22=1838/0-7-4 (min.0-1-8) Max Hoa 20= 514(LC 10) Max Uplift 20=-1293(LC 12), 22=-1273(LC 12) Max Gmv 20=2033(LC 17). 22=1858(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-2250/2029, 23-24= 2127/2037, 3-24=-2115/2046, 3-4=-2100/2048, 4-5=-2064/2042, 5-6-2034/1980,6-25=-5250/4421,7-25=-5362/4420,7-8=-5359/4318, B-9=-4757/3876, 9-26=-4757/3876,10.26=-4757/3876,1-20=-245/293 BOT CHORD 20-27— 1384/1951, 27-28=-1384/1951, 19-28=-1364/1951, 18-19-1556M,10, 18-29= 155W240, 17-29=1556/2240, 17-30-2005/2502, 16-30— 2005/2502, 7-14=-366/365, 13-14=6709/8354, 12-13=-6701/8355, 11-12-5081616 WEBS 2-19=-253/651, 4-17=-617/510, 5-17— 1218/1331, 8-14-3842/3113, 2-20= 2225/1957, 6-16-826/833,14-16-2136/2657,6-14=-2761/3511,6-17=-1469/1230,9-12=-331/371, B-12=-3828/3005,10.12-3635/4468,10-22=-2274/1875 NOTES- 1) Unbalanced roof live loads have been considered for this tlesign. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opsf, h=19N; B--91 ft; L=115fC eave=13N; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 7-8-15, Intador(1) 7-8-15 to 17-3-0, Extedor(2) 17-3-0 to 24-10-3, Interior(1) 33-2-8 to 41-5-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grlp DOL=1.60 3) Provide adequate;dramage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1293 lb uplift at joint 20 and 12731b Walter P. Finn PE No.22039 MiTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 O WARNING- Vedfydesign parameters and NERD NOTES ON THIS AND INCLUDED M/FEKBEFEBANCEPAGEM717473on, 1011=158EFOAE USE Design Valid for Use only Wth MlTeke connectors. Insdeslgn Is bosatl only Upon parameters shown; and is for On Indlvidual burning component, net a host system. Before use, the building designer must verity the appllcebllny of tlesign parameters and properly Incorporate this desbn Into the overall bullcengdedgn.Wadng Indicated is to prevent buckling oflydlMdual frusweb and/or chard members only!Wtliffonatemporaryondpermonenibrocing MiTek' is always required for stability and to prevent careless wnh possibio penorel Injury and properry damage. For general Guidance regardrxl the fabrication.storage.delivery. erection and bracing of buses and lrus systems, weAMM7111711 Owldy Caserb, DS849 and BCSI flu/ding Com➢onenf 6904 Parks Eosl Bind. SaM1yOrlomralbnavdlode from Inns Rate Immune. 218 N. Lee Street. Suite 312. Nexandric. VA 22314. Terri FL 33810 oI rus5 truss I ype aty Ply NOEL T15268349 75500 C4 Roof Special 1 1 Job Reference o liana) unalroers IWas, mc., ran rlarce, rL 5-0-9 10.-710 17-3-0 5-0-9 5-7-1 6-7-8 5x6 = 6.00 FIT 5 3x4 i 5x6 WB9 23 3 4 3x6. 22 2 30 II 1 7x14 MT78HS 0 624 3x4 11 7 Sxe MT78HS= 6x6 = 5x6 = 0 9 10 Scale=1:85.4 d �m 1910 21 26 27 20 19 20 18 29 17 16S 14 618 6x10 MT18HS = 3x4 = 3x6 3x0 = Gas = 3x4 11 Sx6 12 it 6x12 = 3x4 11 6x8 = 10-7-10 1]-3-0 2310-7 29-1.0 35-2-e 38-1-0 41-10 81 tD-ztn R7.6 a -]A I 52-93-10.8 I D9-B Plate Offsets(XY)-- 13'0-3-OEdgel i6'0-6-OEdgel i13'0-5-120-3-01 (17'0-3-80-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ved(LL) -0.30 20-21 >999 360 r14T20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Ved(CT) -0.6320-21 >785 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES W B 0.82 Hou(CT) 0.24 11 rda Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.44 14-15 >999 240 Weight: 295 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' 7-16,9-12: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepi' 10-11: 2x6 SP No.2, 9-14,10-13: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1868/0-3-8 (min. 0-2-4), 21=1868/Mechanlml Max Horz 21=544(LC 11) Max Uplift 11=-1288(LC 12), 21=-1292(LC 12) Max Grav 11=1924(LC 18), 21=2014(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc puffins, except end venicafs. BOT CHORD Rigid celiing directly applied or 3-6-11 oc bracing. WEBS 1 Row at micipt 4-20, 4-18, 5-18, 8-15, 2-21, 6-17, 6-18, 6-15 MiTek recommends that Stabilizers and required crass bracing be Installed during truss erection, In accordance With Stabilizer Installation guide. FORCES. (lb) - Mali. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-22— 2223/2021, 22-23=-2106/2029, 3-23= 2088/2038, 3-4=-2073/2039, 4-5-2066/2033, 5-6=-2026/1970, 6-24=-3771/3215, 7-24=-3884/3214, 7-8=-3887/3042, B-25=-5078/3987, 9-25=-5078/3987, 9-10=-2230/1843, 10-11— 1879/1588,1-21=-245/293 BOT CHORD 21-26-1300/1954, 26-27— 1300/1954, 20-27=-1300/1954, 19-20=-1480Y2236, 19-28-1480/2236,18-28=-1480/2236,18-29= 1904/2472,17-29=-1904/2472, 16-17=-404/431,7-15=-479/477,14-15=-407415181,13-14-19072300,9-13=-1673/1436 WEBS 2-20=-254/651, 4-18-622/508, 5-18=-1205/1321, 8-15=-1899/1564, 8-14=-1471/1246, 9-14=-2383/3154,10-13=-2356/2849,2-21=-2199/1949,6-18=-146111209, 15-17-15202051, 6.15=-1291/1625 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=19f; B=91 it; L=115ft; eave=13f ; Cal. It: Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 7-8-15, Intedor(1) 7-8-15 (a 17-3-0. Exterior(2) 17-3-0 to 24-10-3, 1merior(1) 35-2-8 to 41-7-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12881b uplift at Joint 11 and 1292lb uplift at joint 21. LOAD CASE(S) Standard Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cad 6834 6904 Parks East Blvd. Tampa FL 33610 Dale: October 5,201 S Q WARNING -Ved1,declgnparamet..d READ NOTES ON THIS AND INCLUDED MITEKREFEILANCE PAGE UP-74M.. iDN112015BEFORE USE Design valW for use oNy with lJ.nee!) connectors. this dedgn Is based only upon parameters shovm, and is for an Individual buRaIng component, not a truss system. Before use, the bdlding de ry er must very the applicablllty of design pawmelem and propoay Incorporate Mls design Into the overall buadr ciosign. Wacingmdlcatedlstoprevent buckling ofIndividual tmaweband/or chord membenonly. Addilionaltemporaryantlpermanentbractrg MiTek' 5 dways requlred forstablllty and to prevent collapse with possible personal trrluy antl aopedy damage. For General guidance regarding the fabtteci storage, denveW. erection and bracaM of trusses and truss systems. seeAAMMIJ QualI9pyy Caffeau DS"9 and 6C5r WlANp Componm/ 6904 Parke East Bbd. Sarory9Uormatbmvdlable from truss Rate Institute, 218 N. Lee Street, Su fe 312 Nexa dric, VA 22314. Tampa. FL 33810 oTruss TruIss Type Fly NOEL T15268350 75500 CS July Hu 1 1 Job Reference o tional Chalmers Truss, less, Fort Pierce, FL Id ss leisInaustnea, m0. rn VCI o w w"4 zmo ra 6ECMUsFsp48W4o5dOyOzVT_71gv18f01xy SV7 5x6 = 6.00 12 5x6 = 5 6 Scale = 1:77.3 (6 j$ 6x8 = 4xa — 13 V 5x6 = 5x6 = 84-13 16-7-8 1 -10- 26.3.0 33-10 6 41-10.8 8-i-13 8-&11 -3-tl 8-48 I 7-7-6 8.0.2 Plate Offsets(XY)L 13:0-3-OEdnel15:0-4-00-2-8116:0-3-00-2-0119:0-3.OEdael i11:0-1-00.0-81111:0-6-110-1-01114:0-2-BO-3-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.78 Vert(LL) -0.32 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.6714-15 >743 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(CT) 0.13 11 Na nfa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wlnd(LL) 0.36 14-15 >999 240 Weight: 287 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins, except BOTCHORD 2x4 SP M 30 'Except' end verticals. 8-13:2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3'Excepl' WEBS 1 Row at midpt 4-18, 4-16, 5-16, 6-15, 7-15, 7-14, 12-14. 12-14: 2x4 SP M 30 2-19 OTHERS 2x4 SP No.3 MITek recommends that Slabllizers and required cross bmcing WEDGE Right: 2x4 SP No.3 be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11=1878/0.341 (min. 0-2-8), 19=1878/Mechanical Max Horz 19=644(LC 11) Max Uplift 11= 1289(LC 12), 19= 1304(LC 12) Max Greer 11=211O(LC 18), 19=2038(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-23=-2205/2071, 23-24=-2133/2079, 3-24= 2125/'2080, 3-4=-2057/2092, 4-5=-2174/2179, 5-6=-188l/2045, 6-7=-2125/2174, 7-8=-3462/3135, 8-9= 3271/2811. 9-10=-3414/2798, 10-25=-3604/2982,11-25=-3799/2981,1-19=-214/285 BOTCHORD 19-26— 1092/2073, 26-27-1092/2073, 18-27— 109MO73, 18-28=-1242Y2261, 1728= 1242/2261, 16-17= 1242(2261, 15-16= 919/1986, 15-29=-1472/2265, 29730=-1472/2265,14-30=-1472/2265, 8-14=-555/708,11-12= 2419/3258 WEBS 2-18=-156/647, 4-18= 320/216, 4-16=-514/600, 5-16=-618/582, 6-15=-859/960, 7-15=-1372/1319, 7-14=-1274/1586,12-14= 2362/3286,10-14= 532/615,10-12=-288/367, 2-19=-2341/2029 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf, h=19ff; B=91ft; L=115fh eave=lair; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) 0-1-12 to 7-8-15, Interior(1) 7-8-15 to 16-7-8, Exterior(2) 16-7-8 to 17-10-8; Inledor(1) 28-7-8 to 41-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl 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 tit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1289 lb uplift at joint 11 and 13041b uplift at Joint 19. LOAD CASE(S) Standard Water P. Finn PE No.22839 MITek USA, Inc. FL Cad 8834 6904 Parka East Blvd. Tampa FL 33610 Date: October 59n1R ® WARNING- Vedfydes/gnpammefomwdREADNOTESONTNISANDINCLUD£DMREKREFERANCEPAGEM47473mv. IMM20tSaEFOREUSE Design valid for use Only with MITek6 connectors. TNs design Is based only upoh parameters shown, and Is for an individual Watling component. rwi a truss system. Before use, the building designer must verify the oppllcoNsty of design parameters and properly Incorporate Ihls design Into the overall buidirgdesign.BtacinglydtcatedlstoWeventbuckllrgoflydlvkivaltmssweband/or chordmembersoNy. Addltlorwltemporaryandpermanentbracing M!Tek' Is always required for stoically and to prevent wades with possible personal Injury and rxor edy carnage. For general guidance regarding the fabrtcalbn storage))ellvery, erection and bracing of busses and buss systems. WegNSUnsif Qual➢y Offeak, DSSdg and OCSI ItOdCng Component 6904 Parke Ease Blvd. SaNly Nfonnafbndvallode from Truss Rate Institute. 218 N. Lee Sheet. Site 312, Plexardrb, VA 22314. Tanya. FL 33610 Job Truss russ Type y NOEL T15268351 75500 Cs 11® t 1 Job Reference (optional) Chambers Tress, Inc.. Fort Palce, FL 6x8 4x6= 6x8 MTI BRS� 6.00 F12 4 186 ass = -- 3x4 = 3x4 = 16 3x5 — ass = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3,4 11 LOADS IMPOSED BY SUPPORTS (BEARINGS). e4-15 14-7-8 19-10-8 26-3-15 32-9-0 8-i-15 s-ss I s3-o s-s7 I s Scale=1:70.5 Plate Offsets(XYI-- Il'Edge0-2-31 I2'0-4-OEdgel I5:0-4-00-1-151 f8.0-9-40-0-51 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ven(LL) -0.73 12-14 >537 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.89 12-14 >438 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 16 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2131le FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Excepl' 1-15: 2x4 SP M 30 REACTIONS. (lb(size) 15=1461/Mechanical, 16=146110-3-8 (min. 0-1-8) Max Harz 15-426(LC 10) Max Uplift 15= 1002(LC 12),16= 1016(LC 12) Max Grav 15=1638(LC 17), 16=1615(LC 18) BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. WEBS 1 Row at mldpt 3-12. 6-11. 1-14, 7-16. 7-9 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17-1796/1505, 2-17-1696/1519, 2-3=-1581/1521, 3-4=-1495/1620, 4-18=-1274/1536, 5-18=-1274/1536, 5-6-1511/1553, 6-19=-1313/1311, 7-19=-1464/1295, 1-15=-158311435, 8-16=-161511403, 7-8=-1574/1415 BOT CHORD 14-15=-391/489, 13-14=-1423/1796,13-20=-1423/1796,12-20— 1423/1796, 11-12-97011384. 10.11— 1043/1215, 10-21— 1043/1215, 9-21— 104311215 WEBS 3-14— 304/452, 3.12=-618/664, 4-12= 3221347, 5.11=-148(256, 6-11= 37SM18, 6-9=-592/691, 1-14— 1180/1490, 7-9=1187/1391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=198; B=9111; L=115ft; eave=131t; Cal. If: Exp D; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exledor(2) 0-1-12 to 7-8-15, Interior(l) 7-8-15 to 14-7-8, Exteaor(2) 14-7-8 to 19-10.8, Interior(1) 30-7-8 to 32-7-4 zone;C-C for members and forces & MWFRS tar reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This tress has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 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 10021b uplift at joint 15 and 10161b uplift at joint 16. LOAD CASE(S) Standard Walter P. Finn PE No.22839 Mites USA, Inc. FL Cott 6634 ON Parka East Blvd. Tampa FL 33610 Dale: October 5,2018 ®WARNING-Verllydocfgnpammatara3ad RF D NOTES ON TNIS AND WCLOOEOMNEKRE ERANOEPAGEMf47473rev. IW9JR015aEFOREOSE �■r' Design Vmd for use My Win hl0ekh connectors. This design is based only upon parameters shown. and is for an Individual bolding component. net a buss system, Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this dedgn Into the overall +.�Y■L Wldlrgdeslgn. wachoIndicated Istoprevent bucklingoflndlvidualtmsswebcnd/or chord members only. Addlllonellemporaryandpermonenibracing MiTek' Galways tequeed forlstablllly and to Wevent collapse Mlh posy o peaorwi Irlw and properly damage. For general guldance regard ig the fabrication, storage, delNeW. erection and braclrg of Lussesand tree systems s ANsZmi, Q=My c Dm , DS"9 and OCSI Buidkrp Cam➢onenf 6904 Parke East BNtl. SOloyfnlormalbmvolloble from Terse flare Inslitule, 218 N. Lee Street. Suite 312, Nexandda, VA 22314. Tampa, FL 33610 Job a runs fuss ype y NOEL T1526B352 T5S00 cT Nip 1 1 Job Reference (optional) Chambers'nuss, Ins., FW Reee, FL 5x6 4x6 = 3x4 = Ave = - 3 19 4 20 5 a%5 = am = [P am = axa = 3x4 = 3"6 3.4 N Scale -1E5.2 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 6-712 12- 21-10-8 06-7-17-e 9-3-0 -014 I 4-1090 Plate Offsets(XY)-- f1:Edoe O-1-121 I50-34D-2-01 7PlatLOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 e Grip DOL 1.25 TO 0.86 Verl(LL) -0.21 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Verl(CT) -0.37 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.85 Herz(CT) 0.04 16 n/a nra BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.08 12 >999 240 Weight: 2301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3'Except' BOTCHORD Rigid ceiling directly applied or 6-2-8 oc bracing. 1-15:2x4 SP M30 WEBS 1Row at micipt 2-12,4-12,4-10,1-14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installailon ulde. REACTIONS. (lb/size) 15=1461/Mechanical, 16=1461/0-3-8 (min. 0-1-8) Max Horz 15=-364(LC 10) Max Uplift 15= 1002(LC 12), 16= 1016(LC 12) Max Gmv 15=1621(LC 17), 16=1596(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1656/1466, 2-17=-1580/1484, 2-18= 1620/1642, 3-18=-1625/1662, 3-19=-1401/1592, 4-19=-1401/1592,4-20- 1295/1559,5-20_ 1295/1559,5-6=-1494/1583,6-7=-1263/1202, 1-15=-1556/1457,8-16=-1596/1483,7-8=-1548/1489 BOT CHORD 14-15=344/412, 14-21=-141 all 649, 13-21=-1413/1649, 12-13=-1413/1649, 12-22=-1187/1468,22-23=-1187/1468,11-23=-1187/1468,10-11= 1187/1468. 10-24= 966/1063, 9-24=-966/1063 WEBS 2-14=-451/557, 2-12= 273/359,3-12=373/389, 4-12= 263/235, 4-10=-426/458, 5-10=-252/358, 6-10=-173(416, 6-9=-717/811, 1-14= 1224/1449,7-9=-1223/1346 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=1911: 8=91ft; L=l l5ft; eave=1311; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 7345, Inledor(l) 73-15 to 12-7-8, Extedor(2) 12-7-8 to 21-10-8 zons;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequateldrainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL - 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at Jolnt(s)16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10021b uplift at)oint 15 and 10161le uplift Walter P. Finn PE No.22839 at Joint 16. lifif USA, Inc. FL Cad 6634 LOAD CASE(S) Standard 6904 Parka East Blvd. Tampa FL 33610 Date: October 6,2018 A WARNING- VedlydedgnperamefenandREAD NOTES ON MIS AND WCLDDEDA1fTEKREFERANCEPAGEMM17473r l.. 1693/2015BEFOREDSE �■� Design iciforuseoNyWh MBek®cohnectos. MIsdaggn bbawdonlyupon paamefers shown. and lsforan mdlvlduat bWdhg component, not a truss system. Before use, the bullding designer must verify the appllcab1111y, of design parameters and progeny Incomorate this design Into the overall bWtlingdesign.&acingIndicated Istoprevent bucW1Woflrxllvldualimssweleand/or chord members only. Addlnonollempoma mdpermarantbracira MiTek' Is always requred for stability and to prevent collapse with posable personal Injury and property carnage. Fo general gddaae regmdnjMe fabscatlon storage, delivery. erection aM bradng of Trusses and pus, systems weANSV7PIF Cua1S9090,17, DSB-89 and 8CS1 Buffering Component 6904 Parke Easn Blvd. SsMtyNbfmalbfpvoDade from Trust Rafe lnsBfute. 218 N. Lee Street, Sffe 312. Al ardda. VA 22314, Tampa,FL 33610 o Job m55Truss Type y NOEL ' T15268353 D Common 5 1 Job Reference (optional) Chambers Truss, Inc., Fon Pima, FL Run: 9.13D 6.00 12 Sx6 = Scele =1:54.7 e (6 m 4x5 = 2x3 11 sxe = 2x3 II 4x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSL TC 0.85 BC 0.58 WB 0.45 Matdx-MS DEFL. In Ved(LL) -0.13 Ved(CT) -0.33 Horz(CT) 0.09 Wind(-L) 0.30 (loc) Udell L/d 9-17 >999 360 9-17 >999 240 8 Na n/a 9.17 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 152 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-10, 7-10, 3-10 MITek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=155210-8-0 (min. 0-1-14), 8=1437/Mechanical Mai Horz 2=528(LC 11) Max Uplift 2=-1170(LC 12), 8=-989(LC 12) Max Grav 2=1591(LC 17). 8=1469(LC 18) FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-2598/2218, 3-18=-2445/2236, 3-4=-177811676, 4-5=-177111704, 5-6=-1 T7111748, 6-7=-1778/1720,7-19=-2445/2335, 8-19=-2611/2319 BOT CHORD 2-1 1=-1834/251 0, 10-11=-1834/2510. 9-10=-184512244, 8-9=-1845/2244 WEBS 5-10=-945/1087, 7-10— 1155/1058, 7-9=-43/353, 3-10=-113411043, 3-11=-131350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=191t; 8=91 it; L=115f ; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 16-0-0, EMedor(2) 16.0-0 to 23-7-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) or truss to bearing plate capable of Withstanding 11701b uplift at Joint 2 and 989 In uplift at Joint a. LOAD CASE(S) Standard Walter P. Finn PE No.22838 MTek USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 T15266354 Sx6 = 6.00 12 Scale - 1:56.1 m lg 3 s - 21t3 a 5x8 = 2X3 a ax5 = a-a-10 is-ao 23-7.6 32-ao aaan ]-7-a 7-7.6 8-0-10 Plate Offsets(XY)- f4:0-0-00-1-121 f4.0-2-40.3-01 f6:0-0-00-1-121 f6:0-2-40-3-01111:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.78 Vea(LL) -0.11 12-15 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vea(CT) -0.3012-15 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.09 8 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.23 12-15 >999 240 Weight: 1541b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=155010-8-0 (min. 0-1-14), 8=1550/0-8-0 (min. 0-1-14) Max Horz 2=-544(LC 10) Max Uplift 2_ 1165(LC 12), 8=-1165(LC 12) Max Gmv 2=1590(LC 17), 8=1590(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purllns. BOTCHORD Rigid cellfng directly applied or 5-0-14 oc bracing. WEBS 1Row at midpt 5-11, 7-11, 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJMax. Ten. -All forces 25d (Ib) or less except when shown. TOP CHORD 2-19=-2591/2188, 3-19=-2440/2204, 3-4-1773/1670, 4-5= 176611699, 5-6 1766/1699, 6-7=-1773/1670,7-20= 2440/2204, 8-20=-2591/2188 BOT CHORD 2-12= 1676/2532, 11-12-1676/2532, 10-11=-1739/2223, 8-10-1739/2223 WEBS 5-11=-89311081,7-11=-1135/1040,7-10=-12/350, 3-11=-1133/1040,3-12=-121350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19tt; B=91ft; L=115f ; eave=l 3ft; Cat. 11; Exit D; End., GCpi-0.18; MW FRS (directional) and C-C Exterior(2) -1-6-13 to 6-0-7. Intedor(1) 6-0-7 to 16-0-0. Extedor(2) 16-0-0 to 23-7-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This lmss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint 2 and 1165lb uplift at joint S. LOAD CASE(S) Standard WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parks East Blvd. Tampa FL 33610 Date: October 5,2018 A WABNDIG-Vedlydasfgnpar erersand BEAONOTES ON TM5 AND WCLUDEDMBEKBEFEAANCEPAGEAV 74"mv. 12A12015BEFOBEUSE Wean volld for use eNy w41h MRekP conrxxtots. rar tleslgn Is based oNy upon porometea shown, and Is form hdlAcUal Wrong component hot a mass system. Before use, the bullding designer must veiny the apPllcoloilly of design parameters and prol'eeey Incorporate thls tleslgn Into the overall bolldingdoslgn. Bracing lntlbafetl is to Wevenl Gackiing of lndlvIdual lmssv band/or chord members only. Addltlonaltemporaryasdperrnanentbradng MiTek' Is olwoys reconnect for staMIty and to prevent collapse with possb;e personal injury and properly damage. For generol guidance regardorg the toNkalio .storage.delivery.ere tonandbraclWorlmssesandtnrsasystem%. ANSU1P/I Quo py Calerb,D514Egand BC5llugdng Componro f 69" Parke East BNd. Sahly Warmallarovalotke Mom truss Hate Inslitute, 216 N. tee Sheet. Suite 31: Alexardtla VA22314, Tanga, FL 33610 T15266355 of 4x12 9 4.00 12 6.00 12 4x6 = 4x12 Scale =1:57.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) -0.43 12-13 >894 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0312-13 >372 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.66 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7812-13 >494 240 Weight: 168 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pudins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-16,10.12: 2x4 SP M 31 WEBS 1 Raw at midpt 6-13, 7-12. 6-15. 5-16 WEBS 2x4 SP No.3'ExcepV MiTek recommends that Stabilizers and required cross bracing 7-12;5-16: 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1550/0-8-0 (min. 0-1-8), 10=1550/0-8-0 (min. 0-1-8) MaxjHorz 2=-544(LC 10) Max Uplill 2=-1165(LC 12), 10=1165(LC 12) Max Grav 2=1630(LC 17), 10=1631(LC 18) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6507/4759, 3-23— 6425/4949, 23-24=-6406/4950, 4-24=-6329/4958, 4-5=-6315/4964, 5-6= 2767/2409, 6-7— 2676/2433, 7-8-5726/4872, 8-25=-5740/4866, 25-26=-5817/4858, 9-26=-583614857, 9-10=-5895/4664 BOT CHORD 2-16=-413616320, 15-16=-1994/3208, 14-15=-996/1920, 14-27=-996/1920, 13-27-99611920, 12-13=-2085/2727, 10-12=-4084/5330 WEBS 6-13=-1040/1320, 7-13-1066/1096, 7-12= 2462/3027, 9-12-146/334, 6-15-1026(1396, 5-15=-114?J1084,5-16=-2530/3466,3-16=-93/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCD1_=3.0psh, h=19ft; B=91f; L=115f ; eave=lift; Cat. II; Exp D; Encl., GCpl-0.18; MNFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7. Interfor(1) 6-0-7 to 16-0-0, Extedor(2) 16-0-0 to 23-7-3 zone;C.0 lormembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - 10.0pst. 6) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint 2 and 1165 lb uplift at joint 10. Wafter P. Finn PE No.22939 LOAD CASE(S) Standard MrekUSA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNWG-Verwydesfgnparamefmandl? ADKOTES ON THISANOWCLUO£OMI KREFERANCEPAGEMU-747 mr I003201SOEFOREUSE Design valid for use oNy Wlh MlrekTa connectors. lNsdeslgn Is based ody Upon pgrameiers shown, and Is rot an Indlvkival Watling component, not a Russ system. Bofom use. the building designer must veiny the appllcablllty of design parametersand pfoperly mcorpofate Ihisdesign Into the overall Wadingdeslgn. BraCNglndlcatedistoprevent WcklfWofincMduallassweb and/or chard members oNy. AtltliflonaliemporaryantlpermanenfbrceI MiTek' Is always required for slablllty and to prevent colic ese wllh possble personal mltav and popedy damage. For genera guidance regarding the fabrication, stosage,delivery, ereclbn ord bracllg of nurses aid truss systems seeALWMIF Quo, Cnf@M, OSBd9 GM AICSI SuMbg Component 6904 Parka East Btvd. Sosety lNORnO1blwUiable Rom Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria. VA WIT, 4. Tanya, FL 3361 D Job Truss ruse type Qty My NOEL T1526a356 75500 D3 Hip 1 1 Job Reference o tional enaTtvns nuss, IM., ton Prerae, rL man; e. Taos rmn: o. reo s" zv ze.o. "'a I 169-12 , nuusu,m. tiro. ru,n:, a ,-,.w.oe co,u rave , ID:AhPI?e7BXJ8HSrGt2uyWF2yX6uq.p601BEOcg5l796kOujZdkA3vyYVZ8T?6Uzoh2ZyWSUu -tEO 4-BO 1Q294 14.94 15,2A 172f 21-9-2 2)A-0 3200 2&6-0 1d0 4 eIs ss-14 4b 5-1 be 5b 4 ss seta 4 ao Aso Style=1:68.9 5x6 - 5x6 = 6.00 F12 6 7 3x4 i 3x4 Sx6 WBi 5 8 5x6 WB,1 4 9 3x8 - 27 28 3x8 3 10 29 26 9 m 2 19 18 17 16 15 14 13 11 m If i f o i 7xe MT78HS= 5x6 = 3x4 - 5 - 4x6 = 7x8 MTiBHS= 3x4 - 4x12 4x12 % 4.00 12 6&12 4b0 iQ24 14.9d15.2A13 iTr2-02 2192 2)d5610 0 320E 5094 i 4b6 V S 179 6 465 I 48-0 Plate Offsets (XY)-- 12:0-1-14 Edeel f4.0-3-0Edgel l6:0-3-00-1-151 f7:0-3-00-1-151 19:0-3-0 Edgel 111:0-1-14 Edoel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.99 Ved(LL) -0.38 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ven(CT) -0.8713-14 >440 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress incr YES WB 0.99 Horz(CT) 0.66 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.68 13-14 >564 240 Weight: 179 lb FT=20% LUMBER- BRACING - TOP CHORD 2x41SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 -Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-19,11-13:2x4 SP M31 WEBS 1Row at rrlldpt 3-18.5-16.10-14 WEBS 2x4, Ste No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP N0.3 be installed during thus erection, in accordance With Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/sin) 2=1550/0-8-0 (min. 0-1-8), 11=1550/0-8-0 (min. 0.1-8) Max Horz 2=-516(LC 10) Max Uplift 2=-1165(LC 12), 11=-1165(LC 12) Max Grav 2=1591(LC 17). 11=1591(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2+26=-6330/5183, 3-26=-6217/5183, 3-27=-3086/2799, 4-27=-3056/2802, 4-5- 3013M2814, 5.6= 2125/2071, 6-7=-1923/1946, 7-8= 2125/2067, 8-9= 295912821. 9-28= 3014/2808, 10-28=3043/2805,10-29= 5693/5205,11-29- 5810/5204 BOT CHORD 2-19=-4597/6142, 18-19=-4246/5639, 17-18=-2132/3023, 16-17=-2132/3023, 15-16= 1123/1928,14-15=-2152/2696,13-14=-4277/4861,11-13=-4630/5293 WEBS 3-19=-1239/1806, 3-18= 2670/2158, 5-18=470/756, 5-16= 1390/1301, 6.16=.6761741, 7.15=-675/741,8-15=-1306/1305,8-14=-473/684,10-14=-2351/2169,10.13=-124811562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19N; B=91 it; L=115ft eave=1311; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (directional) and C-C Extenor(2)-1-6-13 to 6-0-7, Interior(1) 6-0.7 to 15-2-4, Extedor(2) 15-2-4 to 16-9-12, Intedor(1) 27-6-12 to 33-6-13 zone;C-C for members and forces & Is for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any otherlive 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 lit between the bottom chord and any other members. 7) Bearing at joints) 2, 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1165 lb uplift at joint 2 and 1165lb uplift at joint 11. LOAD CASE(S) Standard Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,201 S A WARNING- Varerdesignparametore and BEAD NOTES ON THIS AND INCLUDED 11IITEKBEFEBANCEPAGEM147473 rev. mA1/N15BEFOAEUSE Design veld for use only wIM MITeM connectors. this des m Is based only upon parameters shown, and Is for an WIVlduai Wading component not �R ■` a truss system. Before use, the txriding designer must verify the appllcablllly, of dedan parameters and properly Incorporate this tlesign Into the overall WIINrg design.&acasg Indicated is to prevent Wckiing of Inalvkival truss web and/or chord members only. Additional temporary and permanent bracing MiTek' kalwaysrequaed for stabllllyarxt to prevent collapse wiltsposslble perswwl aYvrY arsd PropeM damage. Fos genera gultlancre regartllrg the fabrication, storage, delivery, erection and bracing of Oussesentl truss syslemz seeANS1RP11 CDa/gy C/Ee137, DSadg and BCSI SuSdbfg Component 6904 Parke East Blvd. Satisfy Nbrtnalbrrsitllodetrem Toss Plate InsaMe, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tanga, FL 33610 Job Truss russ ype ty y NOEL T1526835] 75500 W i 1 Job Reference o tional chambers Truss, Inc., Fort Pierce, FL m of dIM2O 4.00 12 3.37 12 4x12 5 4x12 = 28 4x6 = 4x12 29 7 8 3x4 = 4x10 Scale - 1:59.9 LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSL TC 0.75 BC 0.89 We 0.87 Matnx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) Well Ud -0.36 18-19 >999 360 -0.8818-19 >434 240 0.59 11 n/a Na 0.64 18-19 >602 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x41 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2.6-14 oc purins. 1-5.8-12: 2x4 SP M 31 BOT CHORD Rigid telling directly applied or 3-2-7 oc bracing. BOT CHORD 2x4 SP M 31 'Except' MiTek recommends that Stabilizers and required cross bracing 16-19,13-16: 2x4 SP M 30 be Installed during Imes erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. glo/size) 2=155010-8-0 (min. 0-1-8), 11=1550(0-8-0 (min. 0-1-8) Max Horz 2=-031(LC 10) Max Uplift 2=-1165(LC 12), 11=-1165(LC 12) Max Grav 2=1604(LC 17), 11=1604(LC 18) FORCES. gb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when she=. TOP CHORD 2126_ 6209/5444, 3-26-6102/5457, 3-27=-6031/5521, 4-27=-5998/5532, 4-5-2590/2565, 56-2251/2389, 6-28=-2193/2340, 28-29=-21932340, 7-29=-2193/2340, 7-8=-2254/2393, 8-9-2590/2570, 9-30=-5540/5549, 10-30-5573/5539, 10-31-5620/5475, 11-31=-5734/5462 BOT CHORD 2-19=-4817/5949, 18-19=-2834/3557, 17-18=-1681/2430, 16-17=-1573/2285, 15-16— 15732285, 14-15= 1697/2261,13-14=-2853/3192,11-13= 4846/5210 WEBS 5-18-702/921, 5-17-573/433, 6-17=-393/506, 6-15=-250253, 7-15=-317/381, 845=--540/434, 8-14=-703/858, 4-19= 230a/2717, 4-18-1345/1367, 9-13— 23142420, 9-14=-1246/1370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-Second gust) Vasd=132mph; TCDL=4.2psh, BCDL--3.Opstl h=19tt; 8=91It; L=115fh eave=l3B; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerfor(2)-1-6-13 to 6-0-7, Interlor(1) 6-0-7 to 12-3-11. Extedor(2) 12-3-11 to 30-5-5, Intenor(1) 30-5-5 to 33-6-13 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat 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. Walter P. Finn PE No.22939 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. MiTek USA, Inc. FL Cart 6634 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 11651b uplift at joint 2 and 11651b uplift 6904 Parko East Blvd. Tampa FL 33610 at joint 11. Date: October 5.2018 LOAD CASE(S) Standard Q wARNWG-larrfytlasignparamefereond READ NOTES ON THNANDWCLUDEDMREKREFERANCEPAGEM67473m.. I041bea15 BEFORE USE Design Vdld for use only with 1017e168 connectors. This design is based only upon parameters shown. and Is for an hdlvidud buading comiscrent. net bass a system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall baadngtleslgn. Bracing lnceated is to prevent buckling ofkWNltlual truss web and/or chord members only. Addlllonaltemporaryandpermarentbrecing MiTek' Is always required for stabalN and to prevent collapse with gamble personal Injury and property damage. For general guldance regarding the fal,deatbn. storage, delivery. creation and bracing of Busses and Uuss systems, seeANSIVIpD Quo@y CrBeM, DSB49 and BCBI Bu/tlhg Component 6904 Parke East Blvd. SalelyNbRna/b(pvW aWe from roes More Ins01de. 218 N. Lee Street, Wife 312 Plexantl4¢ VA22314. Tamps, FL 3M10 0 ru55 rU55 ype y NDEL T1526e35e 75500 D5 Hip 1 1 Job Reference (optional) Chanters Truss, Inc., Fon Pierce, FL 0 4x10 5 4.00 F12 3.31 12 4x5 = 4x10 3x4 = 5 27 6 28 4x5 = 4x10 2 7 8 4x10 Scale =1:59.9 LOADING (psp TILL 20.0 TCDL 15.11 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.75 Be 0.96 WB 0.72 Matrix -MS DEFL. Ven(LL) Ven(CT) Horz(CT) Wind(LL) In (fee) Udefl Ud -0.36 14-16 >999 360 -0.87 14-16 >439 240 0.63 10 Na Na 0.65 14-16 >594 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 178 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puffins. 1-4,8-11: 2x4 SP M 31 BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 -Except' WEBS 1 Row at midpt 3-17. 9-13 15-18,12-15: 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ibleze) 2=1550/0-8-0 (min. 0-1-e), 10=1550/48-0 (min. 0-1-8) Max Horz 2=375(LC 11) Max Uplift 2=-1165(LC 12), 10=-1165(LC 12) Max Grav 2=1580(LC 17), 10=1580(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6123/5682, 3-26= 3068/3033, 4-26=-3036/3047, 4-5=-2675/2788, 5-27=-2565/2718, 6-27=-2565/2718, 6-28=-2565/2722, 7-28=-256512722. 7-8= 267512793, 8-29=-3036/3053, 9-29=-3068/3038, 9-10=-5805/5700 BOT CHORD 2-18=-5004/5841, 17-18=-4614/5359, 16-17=-2268/2878, 15-16=-2206/2716, 14-15= 2206T2716, 13-14= 2286P2737, 12-13= 4641/4853, 10-12=-5033f5286 WEBS 3-18— 1367/1728, 3-17= 2565/2423, 4-17= 577/683, 4-16= 525/503, 5-16= 537/570, 6-16=-344/361, 6-14=-344/361, 7-14=-538/570, 8-14=-484/505, 8-13=580/627, 9-13=-2339/2432, 9-12=-1375/1560 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL--4.2psh, BCDL=3.Opsh h=19N; 8=9111; L=115f1; eave=13f : Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Inteffor(1) 6-0-7 to 9-10-2, Exterior(2) 9-10-2 to 32-10-13, Interior(l) 32-10-13 to 33-6-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing aljoint(s) 2, 10 considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify Walter P. Finn PE No.22636 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11651b uplift at joint 2 and 11651to uplift MiTek USA, Inc. FL Cod 6634 at joint 10. 6904 Parka East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard October 5,2018 A WARNING -%Adlydealgnparemefenand READ NOTES ON TMSAND/NCLUDEDMWEKREFEAANCEPAGEMB.74n.re. fSAMT015 BEFORE USE *� Design valld for use only With MI1ek®connectors. Tins design L- based only upon parameters shown. and Is for an indMdual building Component not a truss system. Before use, the Wilding designer must verify the applicability of design parameters and Voperly Incorporate this design Into the overall buf1cingdesign. Bracing Indicated Is to prevent buckling oflndMdualhum band/or chord members only. Atldlllonallemporaryandpermonentbracing a�•�{� MiTek' L always requlmcl for stability and to prevent collapse with possble personal hurt' and property damage. For general guidance regarding the fdxballon. storage. delivery, erection arW bracing of husses and muss systems, seeANSLM11 Quay CrEerb, D58-09 and BCV Building Compomnf 6904 Pme, Easl Bind. SaletyWonnalbmvdlal from Truss Rate Ininlure, 218 N. Lee Sheet. sure 31: Nexandtl¢ VA 22314. Tampa, FL 33610 Job • Fuss russ ype ty y NOEL ' T15268359 76500 D6 HIP 1 1 Job Reference Loptionall cnamoess i mss, mc.. ran Fierce, rL 6.00 FIT 2 4x10 Scale - 1:59.9 3.31 12 5x12 MT18HS = 2x3 11 5x12 MT18HS = 5B 5 27 28 6 28 307 83x8 4 4.5 6 26 31 4x5 C 3 m 9 4 m 19 18 17 16 15 14 13 12 10 lrpy,�4 7x8 MT18HS = 3x4 = 3x4 = 4x6 =3x8 = 3x4 = 3x4 = 7x8 MT"HS = p 410 C 4.00 12 I 4.8 a 7zda.-1m0 120-11-2 x-a4 25.a84.I a11.6P I 2741-0 32 n 1 34 .a.. a.a-n Plate Oflsets(XY)-- 12:0-1-14Edge114:0-4-120-2.81 f5:0-6-00-1-141 f7:0-6-00-1-14118:0-4-120-2-81 f10:0-1-14Edctel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.76 Vert(LL) -0.38 15 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.85 14-15 >453 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.55 Horz(CT) 0.59 10 n1a n1a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Wind(LL) 0.67 15 >572 240 Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 1-4,8-11: 2x4 SP M 31 BOTCHORD 2x4SPM31'Except- 16-19,12-16: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=155010-8-0 (min. 0-1-8). 10=1550/0-8-0 (min. 0-1-8) Max Hoa 2=-307(LC 10) Max Uplift 2=-1165(LC 12). 10=-1165(LC 12) Max Grav 2=1563(LC 17). 10=1563(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 581215460, 3-26=-3732/3709, 4-26=-3694/3717, 4-5=3257/3309, 5-27=3625/3745, 27-28= 3625/3745, 6-28= 3625/3745. 6-29=-3625/3745, 29-30= 3625/3745, 7-30=-3625/3745,7-8=-3257/3329,831=-3693/3746,9-31=-3732/3738,9-10=-5658/5521 BOT CHORD 2-19=-4737/5486, 18-19= 4372/5041, 17-18=-2941/3511,16-17=-2640/3127, 15-16= 2640/3127,14-15= 2682(3127,13-14= 3009/3399,12-13=-4463/4726, 10-12=-4836/5138 WEBS 3-19_ 1263/1564, 3-18_ 1707/1591, 4-18= 686/803, 4-17=510/420, 5-17= 225/393, 5-15- 6027706, 6-15= 453/613, 7-15=-6027706, 7-14= 230/362, 8-14=-456/430, 8-13=-697/741, 9-13=-1567/1616, 9-12=-1292/1453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opst h=19ft; B=910; L=1151t; eave=13ft; Cat. It; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 7-4-10. Exterior(2) 7-4-10 to 10-3-12, Interior(1) 21-0-12 to 21-8-4, Exterior(2) 24-7-6 to 33-6-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water prowling. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11651b uplift at joint 2 and 1165 lb uplift at joint 10. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MITek USA, Inc. FL Cort 6634 6904 Parka East Blvd. Tampa FL 33618 Date: October 5201 R Q WARNING-Vetlrydas/gn paramerars endREAO NOrES ONTNrs MilINCLUOEO MGENREFEFANCC PAGEMM17473 rev. rda94015 BEFORE USE Ne De510n Valid for dsa only vAlh Mllelt9 conrectots.Ihls deuon hbased oNy upon pwarnetera stlown,and"for an irrdvldual W:IdlnO component. not �� a tress system. Before use. Iho WIItlInO deslOrror mull verify Itw appllcablllly of desl0n parameters and goperly Inc,oiporale IhR tlesl0n Into the ovamll Wiltlirxl dedOn. &acN0lntlN:atetl is to prevent Wcklln0ofkx1lvltluarmaaweb antl/or etwrtl barrio"Addlnorwl temporary and permmreni braGrxl p-pp�.Y�n IVlllek• ealways regWretl for stability and fo prevent collapse Wnh possible personal Nlury and properly dana0e. For General OUldalce re0artlag ttre robrk:allon. storage, delNery. erociron arxi'no, of lnrssesantl lnrsssysiema seeANM/IPlI GuaMy Clgody OS849 and aCM BUIdbD Compon.nl 6904 Parke East Blvd. Sorely NMrmalbmv�ade Rom inns Hate Inss . 218 N. Lee SRee1. 94ts" Plexandd¢ VA22314. Tanga, FL 33610 0 r fuss mSS ype y NOEL T15268360 ]5500 G Hip 1 1 Job Reference (optional)- unaware I rvss, ru., ran name, n _-- ID:AhPI?e7BXJ8HSrGr2uyWF Scale=1:53.8 4x8 2x3 418 = 3x, = 3x4 = 3.6 3x4 = 3x5 = axe = LOADING (par) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.51 We 0.57 Matrix -MS DEFL. In (too) Vdefl Ud Vert(LL) -0.14 13-16 >999 360 Vert(CT) -0.33 13-16 >999 240 Harz(CT) 0.08 8 n/a Na Wind(LL) 0.18 11 >999 240 PLATES GRIP MT20 244/190 Weight: 150111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1460/0-8-0 (min. 0.1-12), 8=1460/0-8-0 (min. 0-1-12) Max Horz 2=328(LC 11) Max Uplift 2=-1102(LC 12), 8=-1102(1C 12) Max Grav 2=1489(LC 17), 8=1489(LC 18) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2428M2427, 3-4-216912262, 4-20=-2263/2442, 20-21=-2263/2442, 5-21-2263/2442, 5722=-2263/2442, 22-23=-2263/2442, 6-23-226312442, 6-7=-2169/2262, 7-8-2428/2427 BOTCHORD 2113-1885(2269, 12-13=-1479/1963, 11-12=-1479/1963, 10-11=-1496/1895, 8-10=-1903/2118 WEBS 3-13=-471/612, 4-13=-433/533,4-11=-553/554,5-11=-487/662, 6-11-553/554, 6-10=-433/534, 7-10=-472/612 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1.0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t-, B=911t; L=11511; eave=13ft; Cat. II; Exp D; Encl., GCpl=0.le; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-2-4. Intedor(1) 6-2-4 to 9-0-0, Extedor(2) 9-0-0 to 31-6-13 zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 1102111 uplift at joint 2 and 1102In uplift at joint 8. LOAD CASE(S) Standard Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 6,2018 A WARNING- Verity design parameten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev. 10013I20ts BEFORE USE. valid for use oNy Wth MUelds connectors. thlsdeslgn 6 based only upon parameters shown, and is for an lndivldudl baading component, not IMF a truss system. Before use. the building designer must veery the applicability of design parameters and properly Incorporate ihk design Into the overall Wlldingdesign. WcklingofindNidualInsaweb and/or chord members only. AcidilionaltempomryanapermanentbracrW MiTek' BracingIncloatedistoprevent Is always tequlredlor stablllN and to prevent collapse with posslole personal Injury and property damage. For general guidance regarding the fabrication storage, deliveryy, erection anal bracing of lasses and truss systems seeANSUIPII GaaidV Canada, DSS-59 and SCSI fielding Companont 6904 Parke East Blvd. Safety be armaeDn valioble from Truss Plate Institute, 218 N. Lee street Suite 312, Aexondea. VA 22314. Tampa, FL 33610 Job • fuss Toffee, I ype y NOEL T15266361 75500 G1 Hip 1 1 Job Reference o tional Chambers Truss, Mc., Fog Pierce, FL :•ti13L3YBYpnR:1rBPF MO = 4x8 = i 21 22 6 Scale = 1:63.8 m [g 3x4 = 2x3 II 3.4 = 4x6 = 3.8 = 2x3 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code F8020177TP12014 CSI. TC 0.75 BC 0.42 We 0.42 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) -0.10 10-12 >999 360 Vert(CT) -0.27 10-12 >999 240 Horz(CT) 0.08 7 n/a n/a Wind(L-) 0.1510-12 >999 240 PLATES GRIP MT20 244/190 Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4' SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid telling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpl 4-10 MiTek recommends that Stabilizers and required cress bracing be Installed during thus erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=146010-8-0 (min. 0-1-13),7=1460/0.8-0 (min. 0-1-13) Max Harz 2=-390(LC 10) Max Uplift 2=1102(LC 12), 7-1102(LC 12) Max Gmv 2=1542(LC 17). 7=1529(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250 gla) or less except when shown. TOP CHORD 2-20=-2539/2446, 3-20=-2382/2447, 3-4-1999/2074, 4-21=-1755/1975, 21-22= 1755/1975, 5-22— 1755/1975,5-6-1991/2073,6-23=-2357/2445, 7-23=-2513/2444 BOT CHORD 2113=-1936/2444, 12-13=-1936/2444, 12-24=-1303/1904, 11-24=-1303/1904, 10-11— 130311904,9-10=-1950/2140, 7-9=-1950/2140 WEBS 3;12=670/777,4-12=-384/572, 4-10=-268/269, 5-10=-362/488, 6-10=-6761776 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf, h=19ft; B=91ft; L=115ft; eave=lift; Cal. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2)-1-6-13 to 6.0-7. Interior(l) 6-0-7 to 11-0-0, Extedor(2) 11-0-0 to 19.0-Q Intedor(1) 29-5-8 to 31-6-13 zone;C-C for membersand forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonwncurrent with any other live loads. 5) ' This Imss has been designed for a live load of 20.Opsf on the bottom chord in 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 = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1102 lb uplift at Joint 2 and 1102 lb uplift at joint 7. LOAD CASE(S) Standard Waiter P. Finn PE No.22839 MTek USA, Inc. FL Car 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,201 S A WARNING -Verily deann parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIP7473 nf: 10,113142015 BEFORE USE Design valld for use only with MlleMconnectors. INsdesign is based only upon parameters shown, and Is for at IndMtlual bultaing camr anent, not a truss system. Before use, the building designer must veaty the applicability of design parameters and properly Incorporate this design Into lie overall building design.&acing Indicated is to prevent buckling of lydMdual hues web and/or chord members only. Addlllonal temporary and permanent bracing NMiTek' Is always required for stabllllyand to prevent colloese with possible personal Injuryand properly damage, For general guidance regarding Ina faWlcatbn.storage. delivery. erection and bracing of trussesand me, systems. seeANSUmlt QuaMy=oM. DGB4V and BCSl BufdMg Component 6904 Parke East Blvd. SOMty WOMalblgvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Torrya, FL 33610 Job . rusS NSS I ype Uty Fly NOEL T15266362 70M G2 Hip t i Job Reference Loptionall Chambers Truss, Inc., Fort Pierce, FL m 0 4x5 = 6.00 F12 4x5 = Scale-1:54.7 2x3 11 4x6 = 3x4 = 2x3 13x5 = 3x5 = 3x4 = m 1b m aIg LOADING (pat) I TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES code FBC2017/rP12014 CSI. TC 0.80 BC 0.55 WB 0.74 Maid x-MS DEFL. In (too) Vdefl Ud Ved(CL) 0.25 11-21 >999 240 Vert(CT) -0.31 11-21 >999 240 Horz(CT) 0.07 9 nfa n1a PLATES GRIP MT20 244/190 Weight: 1501b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-1 0o punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP N0.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 2=146010-8-0 (min. 0-1-13), 9=1460/0-8-0 (min. 0-1-13) Max Harz 2=452(LC 11) Max Uplift 2=d 102(LC 12), 9=-1102(LC 12) Max Grav 2=1559(LC 17), 9=1559(LC 18) FORCES. (Ib) - Max. Comp.(Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-2455/2234, 3-22= 2360/2241, 3-4=-2311/2257, 4-5=-1786/1877, 56=-1593/1736, 6-7= 1786/1877,7-8=-2312/2257,8-23=-2361/2241,9-23=-2456/2234 BOT CHORD 2-15=-1742/2384, 14-15= 1742/2384, 13-14=-993/1672, 12-13= 993/1672, 11-12= 1752/2045,9-11=-1752/2045 WEBS 4-15=-86/321,4-14=-969/1031, 5-14=-538/577, 6-12=-538/578, 7-12=-970/1031, 7-11=-86/321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ri TCDL=4.2psf; BCDL=3.Opst h=191t; B=9111; L=115ft; eave=13fl; Cal. II; Exp D; Encl., GCpl=0.19; MW FRS (directional) and C-C Extedor(2)-1.6-13 to 6.0-7, Intedor(1) 6.0.7 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0. Intedor(1) 27-9-0 to 31-6-13 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 Pat bottom chard live load nonconcurrent with anyolher 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 Wit fit between the bottom chord and any other members, with SCOL= 10.0pst. 6) Provide mechanical connection (by others) of truss to bearing Plate capable of withstanding 1102 lb uplift at Joint 2 and 1102 lb uplift at Joint 9. 1 LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Ina FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 ®WARNING - Vedyded(gerpammerarsandREADNOTES ON MIS AND INCLUDED MIrEKREFERANCEPAGEMA-7473neeION3I20158EFOREUSE Lesion valid for use MY wilh Mired) connectors. Thls design 5 based oNy upon porameters shown, and Is for on hdMdual Dueding component, net a truss system. Before use, the building designer must verify the opplicabllily of dedgo parameters and properly Incorporate this design Into the overall bullalnl design.Wooing Indicated is to Prevent Duckling of individual truss web antl/a chord members only. Additional lempetory mtl Permanent bracing MiTek' 6 always required for staiNilly and to prevent collapse with possiole personal Injury and property damage. For genera galtlaroe recede the fabrication. storage. delivery, ererflon antl bracing of trusses and Russ systems seeA4NSUrplt OueOy CrBeIb, DSBdP and RCS/ Bulderg Component 6904 Perks, East Blvd. SafetymlotmaHonavallade from Truss Rate Institute, 218 N. Lee Street. Site 312, Alexandria VA 22314. Tarry.. FL 33610 i 3x4 = 5x6 = 6.00 12 14 2x3 11 3x6 3x8 = 3x4 = 3x4 11 Scale =1:62.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.05 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 11-13 >999 240 BCLL 0.0 ' Rep Stress [nor YES We 0.90 Horz(CT) 0.04 19 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 11-13 >999 240 Weight: 144 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-1-12 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 2-8-0 except Ilt=length) 19=0-3-8. (Ib) - Max Horz 2=-425(LC 10) Max Uplift All uplift 1001b oriels at)oint(s) except 2=-693(LC 12), 14=320(LC 12). 19=-764(LC 12) Max Gmv All reactions 2501b or less at joint(s) excepl2=918(LC 1). 14=51011-0 17), 14=410(LC 1), 2=918(LC 1). 19=1107(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1645/1299, 3-20=-1728/1477, 20-21=-1618/1487, 4-21= 1591/1489, 4-5=-1584/1490, 5-6=-1198/1195,6-7=-1197/1185,7-22= 1150/1104,8-22=-1213/1100 BOTCHORD 2-14=-141311677, 13-14=-1413/1677, 12-13=-1413/1677, 11-12=d413/1677, 10-11= 93811059 WEBS 5-11=-7761791, 6-11= 495/600, 7-11= 338/367, 7-10=-340/449, 8-10=-892/987, 3-14= 422/590, B-19= 1140/985 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-'10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f1; B=91f; L=115ft; gave=13f ; Cat. II; Exp D; Encl., GCpl=0.18; MW FRS (directional) and C-C Exledor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 15-0-0, Exledor(2) 15-0-0to 22-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide Wit fit betweedthe bottom chord and any other members. 5) Bearing atjolnt(s)19 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Bullding designer should verity capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 693 Ib uplift at joint 2, 320 Ib uplift at joint 14, 693 lb uplift at joint 2 and 764 lb uplift at joint 19. LOAD CASES) Standard Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6964 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 A WARNING-Vedfydos/gnpavametamand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MS-74n.v. 10/03)2015 BEFORE USE. Destgn valid for use only Win h9TekO achnectots. This design Is based only upon Paromatels shown, and Is for an krtlMdual Watling component, rot a truss system. Before use, the building designer must verity the applicalonty, of design parameters and pfoperly Incorporate this design Into the overall Wading design. Bracing Indicated! is to prevent buckling of Individual Inssweb and/or chord membersonly. Addlionaltemporaryandpermonentbracing MiTek' b always requred for stability and to prevent collapse with possible ,erox,al e4ury aril properly domage. For general guidance regardarg the fabrication, storage, tlelNery, erection and bracing of trusses and truss systems seemstywII Cually Criteria, DS"9 and B= BV9d5rg Campononf 6904 Parka East Blvd. SmcfyWoanalbluvdirmle from Tens Rafe Institute. 218 N. Lee Sheet. Suite 312. Alexandra. VA 22314. Terry., 11 33610 Job Truss I nus I ype Ory NOEL T1526B364 75500 GR1 1ply Common Girder i 1 Jab Reference o tional Chambers Truss. Inc., Fort Mama, FL 4x4 = Scale = 1 r30.9 m Ia 38SNP3 3x6 II SNP3 5x6 _ SNP3 SNP3 3x6 11 SNP3 SNP3 4x6 = = SNP3 3x6 = LOADING (Pat) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CS1. TC 0.36 BC 0.96 We 0.70 Matrix -MS DEFL. In Ve1J(LL) -0.07 Vert(CT) -0.15 Horz(CT) 0.05 Wind(LL) 0.11 (loc) Well L/d 7-9 >999 360 7-9 >999 240 5 Na We 7-9 >999 240 PLATES GRIP MT20 2441190 Weight: 921b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc puriins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. 5-8: 2x6 SP 240OF2.OE MiTek recommends that Stabilizers and required cross bmdng WEBS 20 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1997/0-8-0 (min. 0-2-7), 5=1870/0-8-0 (min.0-1-9) Max Horz 1=-263(LC23) Max Uplift 1=-1177(LC 8). 5=-1110(LC 8) Max Glen, 1=2045(LC 29). 5=1915(LC 30) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3480/2049, 2-3=-2381/1477, 3-4=-2380/1476, 4-5= 3459/2039 BOT CHORD 1-14=-1732/3257, 9-14=-1732/3257, 9-15=-173W3257, 15-16= 1732/3257, 8-16=-1732/3257, 7-8= 1732/3257,7-17= 1720/3044,17-18- 1720/3044, 6-18= 172013044. 6.19_ 172013044.19-20=-1720/3044, 5-20=-1720/3044 WEBS 3-7=-1087/1834,4-7=-1290/785, 4-6=-373/815,2-7=-1317/799, 2-9=-377/823 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=19f ; B=91f1; L=115ft; eave=131% Cat. II; Exp D; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psi 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 Iruss to bearing plate capable of withstanding 1177 lb uplift at joint 1 and 1110 lb uplift at joint 5. 6) Use USP SNP3 (With Sol x 1-1/2' nails into Girder & 8d x 1-112' nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 15-0-12 to Connect truss(es) J76 (1 ply 2x4 SP) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. e) SNP3: A minimum of (6) 8d x 1-1/2" nails are required Into each member. Al nailing Is required In face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No,22838 Uniform Loads (pit) 6634 Vert: 1 3=-70, 3-5=-70, 1-5=-20 MTek ParkUSAe Inc. FL Cartmpa Concentrated Loads (Ib) Date: arks East Blvd. Tampa FL 33810 Vert: 11- 292(B)14= 292(B)I5= 292(B)16=-292(B)17=-292(B)18=-292(B) 19=-292(B) 20=-292(B) Dale: October 5,2018 A WARNING -VerUy designpanmaters and READ NOTES ON MIS AND INCLUDED AUEK REFERANCE PAGE MIF7473 rev. 10M.20IS BEFORE USE Design valid for use arty with MITekS connectors. INs design h based only upon parameters shown, and Is for an krdlNdual WYtling component, not a pus system. Before use, the building designer must vedb the applicabalty of design parameters and propedy Incorporate ihk design Into the overall buWIngdesign.&ooing indk-ated Isla prevent Wckllrg ofintlMdual irus,veb and/orerardmembersody. Addlllonal temporary and permarreni braclrg MiTek' R6watsrecpilredfwstcW4yandtoprevenicollgxewilhpos4btepertor bVh yandpropedydamage. For general guidance reg«dirg the fabrlcatbn atorcge, delNery. erection oral lxacirg of inassesand thus sysfemz seeAF/SUryII OUOBy CrdodO, OSadPOrM RC51WWlnp COmpMUR 6904 Perk. East Blvd. SarOfyfnrolrnalblgv<ilable from Tres Rate Institute. 218 N. Lee Street, Sure 312. Alexandria. VA 22314. Tampa, FL 3340 Jbb Truss russ I ype City NOEL T1526a365 755W 31 2 I Hip Girder 1 JPly 1 Job Reference (optional) Chambers Truss, Inc., Fog Piero1, FL Bwla-1:31.3 3.88 12 4x8 = NAILED Mail cn 4 20 4x4 = NAILED 3x4 = axa II oxr — o.o — — „ 3x4 = NAILED NAILED NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20171TPI2014 CSI. TC 0.25 BC 0.25 WB 0.08 Matrix -MS DEFL. In poc) Vdefl Ud Vert(LL) 0.07 10-11 >999 240 Vert(CT) -0.0711-12 >999 240 Hor2(CT) 0.03 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Iblaze) 2=953/0-8-0 (min. 0-1 -8). 7=95310-8-0 (min. 0-1-8) Max Horz 2=187(LC 7) Max Uplift 2=-879(LC 8), 7= 879(LC 8) Max Grav 2=111 B(LC 36). 7=1115(LC 37) , FORCES. Qb) - Max. CompJNlax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1815/1237, 3-19=-1665/1290, 4-19=-1608/1283, 4.20-1552/1274, 5-20=-1552/1274, 5-21=-1596/1282, 6-21= 1662/1290,6-7-1842/1237 BOT CHORD 2-12=-940/1699, 12-22=-937/1709, 11-22=-937/1709, 11-23-991/1644, 10-23— 991/1644, 10-24-935/1669, 9-24=-935/1669, 7-9=-940/1659 WEBS 3-11=-255/141 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opst; h=19fl; B=91f ; L=115ft; eave=13ft; Cat. It: Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcument 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 879 Ib uplift at joint 2 and 879 lb uplift at joint 7. 7) 'NAILED' Indicates 3-1 Old (0.148'x3') or2-12d (0. 1 48'x3.25') toe -nails per NOS guldilnes. 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 (pit) Vert: 1-3= 70, 3-4= 70, 4-5= 70, 5-6= 70, 6-8-70, 13-16= 20 Concentrated Loads (Ib) Walter P. Finn PE No.22839 Vert: 12=-1(F) 11 =-36(F) 1 0=-36(F) 9-1 (F) 19_ 29(F) 20=-73(F) 21=-29(F) 22=-22(F) 23=-42(F) 24-22(F) MRek USA, Inc. FL Cod 6634 6964 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING. Vedfydeclgnp...tcrvznd REAOMOTESONTN/SANDWGLUDEDMf KREFFANCEPAGEMIF74"3 .. 10,03V20159EFOREUSE valid for use only Win MgoW nil ars. This design is based only upon parameters ehovm, and Is for an ondlvtdual building component,no NitDesign a truss avalem. Before use, the banding dedr,net must verify the applicability of ensign parameters and property Incorporate ihh design Into the overtall buadtg design. Dacmg indicated is to prevent buckling of individual liars web and/or chord members only. Addlliond lemeorory and pennarsenl bracing MiTek' hdwaysregdredfoTstab6llya topreventcollapwwmspossbleperwrx hMya�voperty cUe. For general edtlmpn regarding the fabrication, storage, delNery, erection and bracing of trusesand famsystems. seeANSM11 Quay Wad., D049 antl ECSI auldhD Component 6904 Parke East Blvd. Safetylnlormalbmvo able horn Tim Hate Institute. 218 N. Lee Street Win 312, Alexandria, VA 22314. Tampa. FL 33610 Job • rUss "a" ype ty Y NOEL 15268366 7550D GM Hp Girder 1 2 Job Reference (optional) Chambers Tense, Ine. Fog Pierce, FL Sx8 3.8812 5x8MT18HS= THDH2143 HUS26 9-03 611-2 8.6.14 10-5-13 5x12 MT18HS C 15-6-0 Scale: aw=l' 5-0-3 1-10-15 1-7-12 1-10-15 15-0-3 Plate Offsets(XY)- 12'0-4-00-1-15j (3'0-5-00-2-121 (4�0-5-40-2-8j (5'0-3-120-2-12116.0-6.00-2-7j f7'0-2-120-0-31 (10'0-9-40-3-81111:0-9-40-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Well Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.53 Vert(L-) 0.16 10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ver(CT) -0.19 10 >999 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(CT) 0.05 7 Na Na BCDL 10.0 Code FBC2017/rP12014 Maldx-MS Weight: 231 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 REACTIONS. girtsize) 2=442910-8-0 (min. 0-1-14), 7=5961/03-0 (min. 0-2-9) Max Horz 2=233(LC 24) Max Uplift 2=3300(LC 8), 7=-4159(LC 8) Max Grav 2=4572(LC 29), 7=6165(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 43-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-9537/6694, 3-4=-9646(6835, 4-5= 9760/6904, 5.6=-10116M26, 6-7=-11516W95 BOT CHORD 2-12=-5763/8606, 11-12=-5676/8497, 10-11=-6261/9345, 10-17=-6935f10514, 9-17=-6760/10262,9-18=-6757/10239,18-19=-6757/10239, 7-19=-6757/10239 WEBS 3-12=-280/399,3-11=-960/1084,4-11= 1467/2002,5-10=-2091/3028, 6-10=-1236/551, d-9=-1487/2617,4-10=-688/1131 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 20 -1 law at 0-7-0 Go. Bottom chords connected as follows: 2x8 - 2 laws staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 11-4 2x4 -1 row at 0-2-0 Do. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distdbule only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psg BCDL=3.Opsf; h=191C B--911h L=115f; eave=13N; Cat. II; Exp D; Encl.. GCpi-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsl on the bottom chord In ail 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 3300111 uplift at joint 2 and 4159111 uplift at joint 7. 10) Use USP THDH214-3 (With 16d nails Into Girder & 16d nails Into Truss) or equivalent at 7-2-4 from the left end to connect truss(es) GRA (3 ply 2x6 SP) to back lace of bottom chord. 11) Use USP HUS26 (With 16d nails Into Girder & 16d nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) A (1 ply 2x4 SP), At (1 ply 2x4 SP), A2 (1 ply 2x4 SP) to back face of bottom chord. 12) FIII all nail holes where hanger is In contact with lumber. LOAD CASE(S) Standard Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 5,2018 A WARNING-Verilydeslgnpatemetensand READ NOTES ON TN/SAND INCLUDED MREKREFERANCE PAGE M 24M.r .. 10031015BEFORE USE. Design valld tot use only Wh A41TeldI connectors. Ins design h based only Upon parameters shown. and Is for an hdivldual beading component, not a truss system. Before use. the bulltling deWwr must verily the appllcablllty of design parameters and prolnedy Incorporate thLs design Into the overall bundling design. eacin0 lndIcated is to prevent buckling of Individual truss web and/or chard members only. Addlaonal temporary and permanent braclrg MiTek' Is always tequlred for stabally and to prevent collapse with possible personal hrlury and property damage. For general guidance regardag the faledcotion, storage, delivery. erection and bracing of tnrsses and tuna systems, seeANUOIJQuamy CargaX DS9-09 and RenU Beading Comyonmt 6904 Parke East Blvd. SaNtytrrbrma/bmvdlabie ham Truss Hale Insalute, 218 N. Lee Street, suite 31Z Alexandria. VA 22314. Tanga, FL 33610 Job miss miss type ty ply NOEL T75260366 Tssoo GM Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3.8812 5xBMr18HS= 5x6 = run mutt n ,.ir n �+o ii THDH214-3 HUS26 Scale:3/0'=1' LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-11 Plate Grp DOL 1.25 Lumber DO 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.53 BC 0.52 W B 0.56 Matrix -MS DEFL. In Ver(LL1 0.16 Ve tic ) -0.19 Hou(CT) 0.05 (lot) Vdefl Ud 10 >999 240 10 >999 240 7 We n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-3-4 oc purlins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=4429/0-8-0 (min. 0-1-14). 7=596110-8-0 (min. 0-2-9) Max Hou 2=233(LC 24) Max Uplift 2=-3300(LC 8). 7-4159(LC 8) Max Gray 2=4572(LC 29), 7=6165(LC 30) FORCES. (Ib) - Max. Comp fMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9537/6694, 3-4=-9646/6835, 4-5=-9760/6904, 5-6= 1011617126, 6-7-11516r7795 BOT CHORD 2-12=-5763f8606, 11-12=-5676/8497, 10-11=-6261/9345, 10-17- 6935110514, 9-17=-6760/10262, 9-18=-6757/10239, 18-19= 6757/10239, 7-19=-6757/10239 WEBS 3-12=-280/399,3-11=-960/1084,4-11=-1467/2002,5-10=-2091/3028, 6-10=-1236/551, 6-9=-1487/2617,4-10=-688/1131 NOTES- 1) 2-ply thus to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 00. Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 raw at 0-9-0 00, Except member 11-4 2x4 -1 row at 0-2.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; SCOL=3.Opst; h=19ft; B=91f1; L=11511; eave=13f ; Cat. 11; Exp D; Encl., GCpi-0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water Fording. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 pat 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 Wit fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 3300lb uplift at joint 2 and 4159lb uplift at joint 7. 10) Use USP THDH214-3 (With 16d nails into Girder& 16d nails into Truss) or equivalent at 7-2-4 from the left end to connect truss(es) GRA (3 ply 2x6 SP) to back face of bottom chord. 11) Use USP HUS26 (With 16d nails Into Girder & 16d nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the Waiter P. Finn PE No.22636 left end to 13-0-12 to connect truss(es) A (1 ply 2x4 SP), Al (1 ply 2x4 SP), A2 (1 ply 2x4 SP) to back face of bottom chord. MITek USA, Inc. FL Cod 6634 12) Fill all nail holes where hanger Is In contact with lumber. 6904 Parke East Blvd. Tampa FL 33610 Dale: LOAD CASE(5) Standard October 5,2018 Q WARNING-Ver/fyoeegnparemsfers antl READNOTES ON THISAND INCLUDED NREKREFERANCE PAGEUR-74"my. 1f4DY20156EFOREUSE Design valid for use any Win MToMD connectors. Wsdocgn h based only upon Parameters shown and is lot an NdMtlual bueding component.hot ��• a truss system. Before use, the building designer must verify the aM Icablllly of desgn Parameters and property Incorporate th6 design Into the overall bulltllrgdesign. BrackgiMk'atedlsloVevenlbucklingoflndividualtmswebar torchofdmemb moNy. Aadlionaltemixearyantlpermanentbraclrg ■.�■ M!Tek' 6 alwaya requlfetl for stabllityantl toprevemcollosaw wllhposible personal Nluryond pfopertydamage. nor genenil 0uldance regwdlrg the fabrication, storage. deWery. erection and bracing of husesand tms systems. seeANSUPII Quemy CrdeM, DSldg and 8=11ugding Component 6904 Parke East Blvd. SD/etyfnfonno/brgvdlade from lnrs Plate Insl Ve. 218 N. Lee Street. Suite 312. Alexandtla, VA 22314. Tanion. FL 33610 o . rllss rasa ype ty y NOEL. T1526836] 75500 GM HIP GIRDER 1 3 Job Reference (optional) unaR0e15 I ane, VIC, Yon F191Ce, FL MUn:e.I'aCVCI(.G"''"an;tl.1:Y18 Jar CV 07.IBx........ M. fn Kr 3" Z[e l0 rege1 ID:AhPI?e7BXJ8HSrGr2uyW F2yx6uq-lYrpT_OLH9wAXezRGWx6DW bQmIJ06gmK15AnHDyWSU7 11-313 2640e 5040 46-0 2.8-0 4A48 Tail OV ea's 111-0 iS48 1e-23 Los to 2311 2Sia7 a4 33E8 3a615 4111.7 491-15 11� a 2.8a 2a8 1 2-oa 281 ed-4 6 ~2-7 5 s_ �'t s s7 saa o � s2.a sz-6 sze sz-e abT' 17-e 1-s0 as 8 Scale-1:90.2 3.BB 112 _ 7zi2 = 3x6 II 6x8 = '12 6.00 Bx12 Bx10 = 3x6 11 8xt 0 WB = 6zto = axis = 08 = 3x6 11 8x12 3 439 4041 5 42 43 44 6 45 7 8 46 47 948 49 10 50 51 11 12 5253 54 5513 56 67 14 15 5x8 = 3x6 11 ao 33 58 31 3 3.85 12 3x4 11 Bz14 M 18H5 = 10x14 G 3x4 II V 3x4 II 21 65 66 5x8 MT18HS = 4x4 II 7x14 MT18HS = 3x6 II 20 6719 68 1®9 70 71 72 17 73 74 7516 6x10 = Sx6 = 3x4 II Safe = sale II ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED 11.313 TO EACH PLYOFTHE TRUSS. 102-5 9-15 1114 �2I-09 �12.7A 1623 I s1311 i 2a6fi1--0 -0 31 sI 41sz11a.704-0]��s 1za2a2-. YN 9-0ti156a0 oaw oso os-0 Plate Offsets(XY)-- 14:0-2-120-4-8117:0-5-O.Edge1110:0-3-12.0-2-41 fl4:0-0-14.0-2-121.124:0-9-12.0-3-81.132:1-0-3,0-6-101 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.40 Vert(LL) 1.21 22-23 >397 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -1.36 22-23 >353 240 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr NO W B 0.89 Horz(CT) 0.33 16 rl/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Welght:12401b Fr=20% LUMBER- BRACING - TOP CHORD 2X8 SP 240OF 20E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns, except 14-15: 2x6 SP No.2 end verticals. BOT CHORD 2x8 SP 240OF 2.OE *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 30-33,22-23: 2x4 SP M 30, 24-28,9-21: 2x6 SP 240OF 2.0E 6-0-0 oc; bracing: 2-34,32-34 19-21,16-19: 2x6 SP No.2 8-11-5 oc bracing: 25-26. WEBS 2x4 SP No.3'Except* 6-0-0 oc bracing: 26-29 20-24,10-24,4-28,6-26: 2x4 SP M 30. 15-16: 2x6 SP No.2 4-32; 2xB SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=4130/Mechanica1,323878/0-8-0 (min.0-1-11) Max Horz 32=295(LC 8) Max Uplift 16=-3241(LC 8), 32= 5990(LC 8) Max Grav 16=4689(LC 37), 32=6111(LC 39) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1399/1003, 3-39=-3089/2OD3, 4-39=-3089/2003, 4-40=-8275/3733„40.41-8275/3733, 41-02=-8275/3733, 5-42— 8275/3733, 5-43= 8375/3807, 43-44=-8375/3807, 6-44---8375/3807, 6-05-28102(17643, 7-05-281OW17643, 7-8=-28102/17643, 8-46=-28102/17643, 46-47— 28102/17643.9.47=-28102/17643, 9-48-26464117445, 48-49=-26464/17445,49-50=-26464/17445,10-50=-26464/17445,10-51=-13515/9134, 11-51-13515/9134, 11-52=-13515/9134, 12-52=-13515/9134, 12-53=-6916/4793, 53-54=-6916/4793,54-55=-6916/4793,13-55=-6916/4793,13-56-6916/4794, 56-57= 6915/4794, 14-57=-6912/4794, 14-15-6713/4661, 15-16-4190/2948 BOT CHORD 2-34=-857/1486, 34-58=-817/1424, 32-58=-817/1424, 28-60=-10859/18627, 60-61= 10859/18627,27-61=-10859/18627,27.62=-10859/18627,62-63=-10859/18627, 26-63=10859/18627, 26-64=-19897/30366, 25-64-19897/30366, 24-25-19903/30375. 21-22=-358/569, 9-24=-1081/1525, 21-65-2135/3218, 65-66=-2135/3218, 66-67=-2135/3218,20-67=-2135/3218,20-68=-7531/10977,19.68-7531/10977, 19-69= 7531/10977, 18E9-7531/10977, 18-70=-7531/10977, 70-71=-7531/10977, 71-72--7631/10977,17-72--7531/10977,32-76--2639/3672,29-76--2639/3672, 28-29= 2430/3580 WEBS 3-34=-1017/629, 20-24=-7543/11115, 10.24=-8587/13379, 10-20-5007/3350, 12-20-1888/3009, 12-18=-553/850, 12-17= 4817/3259, 13-17-260/242, 23-25-467/710, B-26=-1072/904,15-17-5415/7825,5-28=-924/807,4-32=-4155/2636,3.32=-1513/2511, 29-31=-297/485, 4-28-6331/10602, 9-26-2420/2334, 6-26=-7657/9872, 6-28=-10658/8006 NOTES- 1) WA Walter P. Finn PE No.73839 MTek USA, Ina FL Cart 6634 6904 Parks East Blvd. Tampa FL 33810 Date: October 5,2018 ®WARNING- Vedfydesfgaparamefersand READ NOTES ON TN/SAND INCLUDED M!]EKREFERANCE PAGEMS-747] rev. f0A.712015BEFOREUSE Design valid for Use ordy War Mucks) connectors. Ns coach is based only upon parameters shown, and is for an aMMduat building component, not ��' a truss system. Before use, the bullding designer must verify the appllcab0lty of design parameters and properly incorporate lhh design Into the overall IndicotaulroNnibraing MiTek' a Is lwayseqiedfor bilityand toprventcollapewthpsseersondrjrvaaMaopeMdomage.Frgeneralgudanceregardinth gee fabrication, storage. delivery. erection and bractllg of eases and truss systems, seeANSMIJ CuaRy CdNM, DSBdP and BC5l Building Component 6204 Parke East Blvd. SeNry6d01molbrpvallable from Bus Rate Ins1IMe. 218 N. Lee Street, Who 312, Alexandria VA 22314. Telrya, FL 33610 Job • russ wss I ype 0 typly NOEL T1526836] 75500 GRA HIP GIRDER 1 3 Job Reference(optional) Chomb.rs 11099, Inc., FOIL Frelea, FL 1.78 1 60 Scale-1:90.2 3.88 112 ]x12 = 3x6 II 6,08 = 6.00 12 8x12 Bx10 = 3x6 11 8x10 WB = 6x10 = 6AS = 4xe = 3x6 II Bx12 C 3 439 4041 5 42 43 44 6 45 7 8 46 47 948 49 10 05111 12 6253 54 55 13 56 57 14 15 2n 1 25 liprI 26 9 60 61 27 62 63 64 34 58 ]n8 — 23 &4 II "w 5x8 = 3.6 II 33 59 31 3 3x4 II 21 65 66 20 6719 68 1� 70 71 72 17 73 74 7516 3.8 12 3x4 I 8x14 M "1 = 5x8 MT18HS = 6x10 — 5x6 = 3x4 II 6z10 = 3z10 11 10x14 � 44 II 3x4 II 7x14 MT18HS = 3x6 II ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED 11-3.13 TO EACH PLY OF THE TRUSS. 1a2.5 98&5 13-1d 20.118 7-0-0 218-648 123.78A 43S-0218-7 SPOO 4-0090¢&,r1t�. 08282192450.21-35 I5363-15 r610150 S38 %1B5 I 608 0,04 0." n6-0 Plate Offsets(XYI-- f4:0-2-120-4-81 (7:0-5-O,Edgelf10:0-3-120-2-41114:0-0-140-2-121 r24:0-9-1203-81132:1-0-3"-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.40 Vert(LL) 1.21 22-23 >397 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -1.3622-23 >353 240 MT18HS 244/190 BOLL 0.0 Rep Stress lncr NO WB 0.89 Horz(CT) 0.33 16 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 12401b FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.OE'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 14-15: 2x6 SP No.2 end verticals. BOT CHORD 2x8 SP 240OF 2.OE *Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 3033,22-23: 2x4 SP M 30, 24-28,9-21: 2x6 SP 240OF 2.0E 6-0-0 oc bracing: 234,32-34 19-21,16-19: 2x6 SP No.2 8-11-5 oo bracing: 25-26. WEBS 2x4 SP No.3'Excepl' 6-0-0 oc bracing: 28-29 20-24,10-24,4-28,6-26: 2x4 SP M 30, 15-16: 2x6 SP No.2 4-32: 2x8 SP 240OF 20E OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=4130/Mechantml,32=5878/0-8-0 (min.0-1-11) Max Harz 32=295(LC 8) Max Uplift 16= 3241(LC 8). 32= 5990(LC 8) Max Grav 16=4689(L0 37), 32=6111(LC 39) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1399/1003, 3-39=3089/2003, 4-39=-3089/2003, 4-40=-8275/3733, 40-41=-8275/3733, 41-42=-8275/3733,5-42=-8275/3733,5-43=-8375/3807, 43-44=-8375/3807, 6-44=-8375/3807, 6-45= 28102/17643, 7-45=-28102/17643, 7-8— 28102/17643, 8-46-28102/17643,46-47-28102/17643,9-47=-28102/17643, 9-48=-26464/17445, 48-49=-26464117445. 49-50=-26464/17445,10-50= 26464/17445,10-51=-13515/9134, 11-51-13515/9134,11-52=-13515/9134,12-52=-13515/9134,12-53=-6916/4793, 53-54=-6916/4793, 54-55=-6916/4793,13-65=-6916/4793,13-56=-6916/4794, 56-57-6915/4794,14-57=-6912/4794,14-15=-6713/4661, 15-16=-4190/2948 BOT CHORD 2-34=-857/1486, 34-58=-817/1424, 32-58=-817/1424, 28-60=-10859/18627, 60-61-10859/18627, 27-61=-10859/18627, 27-62-10859/18627, 62-63-10859/18627, 26-63=10859/18627, 26-64=-19897/30366, 25-64= 19897/30366, 24-25=-19903/30375, 21-22= 358/569, 9-24=-1081/1525, 21-65_ 2135/3218, 65-66=-2135/3218, 66-67=-2135/3218,20-67=-2135/3218,20-68=-7531/10977,19-68=-7531/10977, 19-69=-7531/10977, 18-69=7531/10977, 18-70=-7531/10977, 70-71=-7531/10977, 71-72=-7531/10977,17-72--7631/10977,32-76-2539/3672,29-76=-2539/3672, 28-29=-2430/3580 WEBS 3-34=-1017/629, 20-24=-7543/11115, 10-24=-8587/13379, 10-20— 5007/3350, 12-20=-1888/3009, 12-18-553/850, 12-17= 4817/3259, 13-17-260/242, 23-25=-4677710, 8-26=-1072/904,15-17=-541577625,5-28=-924/807,4-32=-4155/2636, 3-32=-1513/2511, 29-31=-297/485,4-28=-6331/10602,9-26=-2420/2334, 6-26=-7657/9872, 6-28=-10658/8006 NOTES- 1) N/A Walter P. Finn PE No.22839 MITek USA, Inc. FL Carl 6634 69U Parka East Blvd. Tampa FL 33610 Date: October5,2018 ®WARNING. VcdFydcsl9npmrmIcm,md READ NOTES ON TN MDWCLUDEUMREKREFERANCEPAGEMl474T3me 104134015BEFORE USE Design valid for use only with MRekW cohnectots. Ths des srn is based only upon paramefers shown, and Is form IMINduai Wndin t cdnlxanenl. trot Nil' ��' a tnfi5 System. before use, the W iding designer must verify the appacobllify of design parameters and properly Incorporate this design Into the Overall Wadingder0gn.'&ming indicated is to prevent buckling of lrWividual trussweb and/or chord members only. Addlllorgllemporarymdpennarsentbladn0 M!Tek' Is always requlretl for stablllly and to prevent collapse with faossr0te personal Injury antl property damage. For genera guldarce regordpng the fab1ocnim.storage.delivery. erecnm and txachv; of trusses and hunts systems smANsfRpff Qw'1pyCrRe157, OSIll9 and SCS1 Suardllp Component Safety Nlelmaflemvtllade sour Huss Plate InsIII 218 N. Lee Suvel. State 312. Nexand3a VA223I 4. 6904 Parka East Bbd. TaWa,FL 330510 Job • ruse I mss type y NOEL T15268368 75500 GAD HIP GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fog Pierce, FL 3.31 12 5x8 MTieHS = 7x8 MT18HS 9 Sx14 -- 4.00 12 2x3 11 3x4 = 5xe MT1eH8 = 6 31 32 ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 7x8 MT1814S 4.8.0 8-B-4 73-7-5 i8-a71 2aa12 27-4.0 32.0-0 ae-o a-o-a aii-1 as-s a-i,-1 4a 4-8-0 Sx14 C Scale - 1:69.9 Plate Offsets IXyl-- f3:0-4-00-3-11 (4:0-5-00-2-81f7:0-5-4.0-2-8118:0-4-0.0-3-i1111:0-7-O0-5-41 fl7:0-7-00-5-41 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 1.00 13-15 >384 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -1.0413-15 >369 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.60 Hoa(CT) 0.56 9 n/a r9a BCDL 10.0 Code FBC2017/TPI2014 Maidx-MS Weight: 552 An FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-0,7-8:2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=3357/0-8-0 (min. 0-1-8), 9=3355/0-8-0 (min. 0-1-8) Max Horz 2=-239(LC 30) Max Uplift 2=-4405(LC 8), 9= 4403(LC 8) Max Grav 2=5061(LC 36), 9=5058(LC 37) I FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 23046/19476, 3-24=-15929/12995, 4-24=-15883/12993, 4-25=-17591/14253, 25-26=-17591/14253,5-26= 17591/14253,5-27_ 17591/14253, 27-28— 17591/14253, 28-29=-17591/14253, 29-30— 17591/14253, 30-31=-17591/14253,6-31= 17591/14253, 6m32— 17654/14350, 32-33=-17654/14350,7-33= 17654/14350, 7-34=-15707/12958, 8-34=-15756/12961, 8-9=-22761/19472 BOT CHORD 2-17=-1777221409, 17-35= 15820/19190, 16-35= 15820/19190, 16-36=-12386/15632, 3637=-12386/15632,15-37= 12386/15632,15-38=-13989/17744,1438=-13989/17744, 14-39— 13989/17744,39-40=-13989/17744, 13-40=-13989/17744,13-41= 12348/15427, 41-42= 12348/15427,12-42= 12348/15427,12-43_ 15814/18782,11-43= 15814/18782, 9-11=-17769/20958 WEBS 3-17=-5603/6085, 3-16= 4116/3730, a16=-23002785, 4-15=-16422358, 5-15=-333/310, 6-13=368266, 7-13= 17892526, 7-12=-22452683, 8-12=-002M755, 8-11=-5617/5978 Structural wood sheathing directly applied or 5-3-1 oc purlins. Rigid ceiling directly applied or 9-4-1 oc bracing. NOTES- 1) N/A 2) 3-ply buss to be connected together as follows: Top chords connected with 1 Od (0.131'x3') nails as follows: 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 Pa. Bottom chords connected with I Od (0.131'x3') nails as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web connected with 12 Gauge (0.216'x3.5*) screws as follows: 2x4 - 1 row at 0-9-0 Pa. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) fete 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191q B=91 it; L=l l5f; eave=13h; Cat. II; Exp D; Encl., 30pi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) Al plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 9) ' 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. 10) Searina at ioi't(s) 2. 9 considers Parallel to drain value usina ANSVrPI 1 agate to arain formula. Buitdina desioner should vedfv Walter P. Finn PE No.22839 R"Tak USA, Inc. FL Carl 6834 6904 Parka East Blvd. Tampa FL 33610 Bate: October 5,2018 Q WARNWG. VegtydWgspa tnmand RE4DK0rES ON TNISANGWCLUO£OMR£KBEFERANCEPAGEMh74nm.. 10=2015BEFOREUSE polar, vmltl for rise oNywlM MRek®conrrectors. iNstlesl�lls based oNy upon parameters stwwn. andls /arm Prtllvltlual buaWrg eompOrent not L a inrss system. Before rse. the bulltlln0 tleslOnermusl vedN the Oppilcobafry of tlea9n parameters and properly Incorporate Ins tlesign Into the overcll buIlNnO dealOn.i&aclnO lntllcatetl is to prevent WCMlrg of lrWivkiuPl tense web orxi/orchard membersoNy. Adtllilonal temporary and perm anent braaln0 M!Tek' e0hvaya requtretl for MabalNantl fo prevenicollalxa wnn poss¢xe personal tr4ray antl propeM dame. For Genera guWonce re0acarxl lire foMcalbR afora0e. tlelNery, erecnon and txacm0 of imssesontl husssystems, seeANSUryllOwOYGMdR DSS-0➢atW EGSfIWM1ly Component 69" Parke East Blvd.SahfyWormalbmvdlOble ham Tmss%ate lnstlMe. 218 N. Lee sheaf. Safe 312. P1exaldda. VA 22314. Tanxre,FL 33610 Job e rush Truss I ype Uy ply NOEL T1526836a 75500 GRID HIPGIRDER 1 S Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Os126 2017 Pant: 3.37 F12 5x8 MT18HS = 7x8 MT18HS G 24 4 25 5x14 i 4.00 F12 2.3 II 3x4 = 26 5 27 28 29 30 6 31 32 318 = ALL CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO EACH PLY OF THE TRUSS. 5x8 MTl8HS = 33 7 34 7x8 MT18HS Q 18-4-11 I 2-112 0.44.0 ~ 32-840 415 d&4--0d--02 4-0.44 d7 5x14 C Scale - 1:59.9 k Plate Offsets (x Y)-- 13:0-4-00-3-11 f4:0-5-40-2-81 f7:0-5-40-2-8118:0-4-00-3-1l f11:0-7-00-5-41117.0-7-00-5-41 LOADING (pat) SPACING- 2-0-0 CSf. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 1.00 13-15 >304 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BG 0.51 Vert(CT) -1.0413-15 >369 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 552 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 3-4,7-8: 2x6 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. REACTIONS. (INsize) 2=3357/0-8-0 (min. 0-1-8), 9=3355/0-8-0 (min. 0-1-8) Max Horz 2=-239(LC 30) Max Uplilt 2=-4405(LC 8), 9=-4403(LC 8) Max Grav 2=5061(LC 36), 9=5058(LC 37) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 23046/19476, 3-24=-15929/12995, 4-24=-15883/12993, 4-25— 17591/l4253, 25-26=-17591/14253, 5-26=-17591/14253, 5-27=-17591/14253, 27-28=-17591/14253, 28-29=-17591/14253, 29-30-17591114253, 30-31=-17591/14253, 6-31=-17591/14253, 6-32=-17654/14350,32-33=-17654/14350,733=-17654/14350, 7-34-15707/12958, 8-34=-15756/12961, 8-9= 22761/19472 BOT CHORD 2-17-17772/21409, 17-35=-15820/19190, 16-35=-15820/19190, 16-36=-12386/15632, 36-37=-12386/15632,15-37=-12386/15632,15-38_ 13989/17744,14-38=-13989/17744, 1439=-13989/17744,3940= 13989/17744,1340=-13989/l7744,13-41=-12348115427, 41-42=-12348/15427, 12-42-12348/15427,12-43=-15814/18782,11-43= 15814/18782, 9-11= 1776920958 WEBS 3-17=-5603/6085, 3-16=-4116/3730,4-16=-2300/2785, 4-15— 1642/2358, 5-15=-333/310, 6-13=-368266, 7-13-17892526, 7-12=-2245/2683, 8-12-4021/3755, 8-11-5617/5978 NOTES- 1) WA 2) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "4') nails as follows: 2x4 - 2 rows staggered at 0-4-0 oc, 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected with 1 Od (0.131'x3') nails as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web connected with 12 Gauge (0.216°x3.5°) screws as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are be 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t; B=91 it; 1_=115ft; save=13f ; Cat. II; Fxp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water policing. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verily Walter P. Finn PE No.22633 MiTok USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33010 Date: October 5,2018 A WARNIML.VedfydOdgn pammehry and READ NOTES ON THIS AND INCLUDEDMREKREFERANCEPAGEM1I-7473rev. 1OWD015 BEFORE USE ' Design volld for useonlywlih Mlal connector. Nsdesign hbasedonlyupon peramotersshown. and Is form aWlMdual WYtling componem.trot a Imss system. Before use, the Wl101nq designer must vedfy the oppllcatNlity, of design parameters arc! properly Incomerale this design Into Ire overall Widingdeslgn.BracelglWlcatedlstoprevent Wckllcgofir ivldualtmmwband/orchordmembersody. AddltlomitemWmr and Wrmar ntbracing MiTek' ury and Wopedy carnage. For general guldance regarding the 6 always required for stability and to prevent collapse wnh possbe personal Wm folxlcalbn. slorage, delivery, erection and bra sl g of levees and truss systems, seeAllfi 11 Dually Crllda, OSS49and DCSI Sulding Component 6904 Parke East Blvd. Sohhedarrnnfornavaaable tan Inns Rate Ins11Me. 218 N. Lee Street. Sulte 312. Alexandra VA22314. Tarrya, FL 33610 Job • russ rus5 I yp0 OtY Fly NOEL T15268369 75500 GRE HIP GIRDER 1 1 Job Reference (optional) Gnamber9 TaISS, Inc, Fort Pierce, FL 2-1-13 3.6-2 1-8-4 3-6-2 2-1-13 Style =1:23.3 NAILED 3.17 12 _ 4z5 NAILED NAILED NAILED 4x5 - NAILED 19 3 19 4 20 NAILED Sx10 a 21 5 NMAILED :Aj w Y 6 to 22 23 24 25 26 10 9 8 3x4 = 7NAILED 2.3 II NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED 2x3 H 3x5 = NAILED NAILED NAILED NAILED 3x5 = NAILED NAILED NAILED NAILED 2-1-13 5-7-14 7-44 1211 013-QO �-u-n Plate Offsets MY)— 11:0-5-0,0-0-41.12:0-5-0,0-2-41. 15:0-5-0,0-2-41, 16:0-5-0,0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Mail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.40 Ven(LL) 0.13 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Ved(CT) -0.11 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.13 Horz(CT) -0.04 6 n(a n/a BCDL 10.0 Code FBC2017/17PI2014 Matrix -MS Weight: 58 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1202/0-6-14 (min. 0-1-8), 6=1202/0-6-14 (min.0-1-8) Max Horz 1=-98(LC 30) Max Uplift 1=-1364(LC 8), 6= 1364(LC 8) Max Grow 1=1297(LC 36). 6=1297(LC 37) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2677/2702, 2-17-2587/2580, 17-18- 255412583. 3-18=-2524/2582, 3-19-2493/2561, 4-19=-249312561,4-20=-2524/2582,20-21=-2555/2583, 5-21=-2587/2580, 5-6=-2675F2702 BOT CHORD 1-10-2354/2397, 10-22=-2406/2439, 22-23=-2406/2439, 9-23=-2406/2439, 9-24-2407/2522, 8-24=-2407/2522, 8-25=-2406/2413, 25-26-2406/2413, 7-26=-2406/2413, 6-7=-2354/2374 WEBS 2-10-412/324, 3-9=395/351, 4-8=-395/351, 5-7=-413/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VWI=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.0ps1; h=19f1; Bel it; L=1151h eave=13f1; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pot bottom chord live load nonconcurrenl with any other live leads. 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 1364 lb uplift at joint 1 and 1364lb uplift at joint 6. 7) "NAILED' Indicates 2-12d (0.148')(3.25") toe -nails per NDS guldlines. 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(5) Standard 1) Dead+ Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 2-3=-70, 3-4=-70, 4-5-70, 5-6- 70, 11-14= 20 Walter P. Finn PE No.22830 Wfek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARMING -Vedfydes/gnparametersendREADNOTES ON 7NISANDINCLUO£D MREKREPERANCEPAGE11U-7473rev. 1002120PISBEPOREUSE Design valid for u» oNy Win M1feINDconnectwa. this design b Ixcsed orly upon parameters shown, and Is for an MI&ivai Wading component not a taus system. Before use, the building designer must very the appllcoUlty of design parameters antl properly Incorporate Ihh dedgn Into the overall Wlidlr deelgn.'&acIngIndicatedistopreventtacklingofIndividual muss web aryl/or hordmembersoNy.Addlflorwltempororyandpermonenlbraclr,g MiTek" Is always Tequlredfor stabelty and to prevent coiicgxe with posmle perso"hju and popery c lamoge. For general guldance regorWg the fablcaflom storage, deeMery, ereclion arM bracing of trusses and muss systems, soeAN5WI1 Quality Criteria, DS8419 and BCSI BuOdhg Component 6904 Parke Earl BNE. Safety lnfennallonm Ntabte from Truss Role Inslllute, 218 N. Lee Sheet, a ue 312. Alexandra. VA 22314. Taarya, FL 33610 Job I ""S WSS ype ry y NOEL T15268369 75500 GRE HIPOIRDER i i Job Reference(optional)MSX aa•� i,,,. e,�rve sre�m�ra ema peens smanania ilea+. i,..-.. nee Pi.me. r, • ..,...._.._____.____......... _.._-___.____._.._._..____.. _.. ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq.xOFUc7BIlmp2gydJDAjdKgj_OLSm7dEXCWl41sy STu 2-1-13 5.7-14 1-4-2 10-10-3 13-0-0 2 A -'I 3-6.2 1.8-4 3.6-2 2-1-13 Scale-1:23.3 NAILED 3.17 12 4x5 = NAILED NAILED NAILED 4x5 - NAILED 18 3 19 4 20 NAILED NAILED 5x10 6.UD 12 NAILED L 5x10 21 6 NAILED 2 11 e 6 1 fo 22 23 24 25 26 10 9 7NAILED 8 3x4 = 2x3 II NAILED NAILED 3x4 = NAILED NAILED NAILED NAILED 2x3 II 3x5 = NAILED NAILED NAILED NAILED 3x5 = NAILED NAILED NAILED NAILED 2-1-13i 5.7-14 7-4-2 70-103 13.0-0 24-13 3-6-2 1-&4 3-6-2 2-1-13 Plate Offsets V -- 1:0-5-0 0-0-4 2:0-5-0 0-2-4 5:0-5-0 0-2-4 6:0-5-0 0-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TO 0.40 Ver(LL) 0.13 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Ver(CT) -0.11 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO We 0.13 Horz(CT) -0.04 6 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2x4 SP No.3 MITek recommends that Stabilizers and required cross bracing be installed during fuss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1202/0-6-14 (min. 0-1-8), 6=1202/0-6-14 (min.0-1-8) Max Horz 1=-98(LC 30) Max Uplift 1=-1364(LC 8), 6=-l364(LC 8) Max Gray 1=1297(LC 36), 6=1297(LC 37) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 1-2= 2677/2702, 2-17= 2587/2580, 17-18=-2554/2583, 3-18=-2524/2582, 3-19= 2493/2561, 4-19= 2493/2561,4-20=-2524/2582,20-21=-2555/2583, 5-21= 2587/2580, 5-6--2675/2702 BOT CHORD 1(10=-2354/2397, 10-22=-2406/2439, 22-23=-2406f2439, 9-23= 2406/2439, 9-24= 2407/2522, 8-24= 2407/2522, 8-25=-2406/2413, 25-26=-2406/2413, 7-26=-2406/2413, 6-7=-2354/2374 WEBS 2-10=Al2/324, 3-9=395/351, 4-8= 395/351, 5-7=-413/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TC131.a1.2ps1; BCDL-3.Opsf; h=19fb B=91f1; L=11 Sit; eave=13fl; Cat. 11; Exp D; End., GCpi=0.18; MW FRS (directional); porch left and fight exposed; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • This tmss has been designed for a live load of 20.Opsf on the bottom chord In 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 1364Ito uplift at joint 1 and 13641b uplift at joint 6. 7) "NAILED° Indicates 2-12d (0.148")(3.25") toe -nails per NDS guidlines. 8) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 2-3=-70, 3-4= 70, 4-5=-70, 5-6=-70, 11-14=-20 Walter P. Finn PE No.22830 MTok USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 A WARNWO- VeNry Ceetgnparmefeme BREAD NOTES ON THE AND WCLUDEDMITEKREFERANCE PAGE MX7473rev. 10M93/20tSREFORE USE Design vatid for use only wen Mlle1 connecfors. The design Is based only upon parameters shown. and Is for an IrrdMdual Wilding compohent, nol a truss system. before use, the Wllding designer must veely the appllcabalry, of design parameters and properly Incorporate thh design Into the overall bulldingdedgn.BrMhglndlcatedisloprevenl WckilWoflndlvldultmssweband/oret rdmemborsoNy. AddlflonaltemporarymcinennanentbmIng MiTek' Is always required for stability antl to prevent collcanse wllh pO Io personal Injury and property dmwge. For general gultlmce regardeg the faLMcatbn, storage, delivery, erection and I ccksg of busses and la¢systems, seeAA15U/p1Z GaaMy GDada, DSB!➢ and BCS1 flooding Cam➢onaaf 6904 Parke East BNtl. SofetyWofmaBafovoeoble from Truss Plate Institute. 218 N. Lee Street. suite 312. Nexondrlo. VA22314, Tampa, FL 33610 Job mss fares type ly y NOEL T1526B3]0 75500 GRF - HIPGIRDER 1 2 Job Reference (optional) Chambers Truss, Inc.. Fon Plerce, FL s Jul 20201B Scale = 1:55.4 Sx8 MT18HS= 3x4 = 2x3 11 Sx8 MT18HS W B= 3x4 = 5.8 MTI8HS = '- 33 34 .. 35 36 '- 37 38 39 - 40 41 -- 3x6 = 2x3 II ass = 6xl4 = 3x5 5.0.0 10.3-14 15-6.0 20.8-2 26-0-0 31-0-0 r 5-0.0 i 5-3-14 i 5-- 5-2-2 i 5-3-14 50 Plate Offsets(XY)- f2'0-0-00-0-21 f3:0-6-0.0-2-81 f6:0-4-0Edgel f8:0-6-00.2-8119:0-M0-0-21113:0-6-803-41 LOADING (psf) SPACING- 2-0-0 CSI. Di In (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(ILL) 0.77 12-13 >482 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.47 12-13 >786 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mor NO WB 0.60 Horz(CT) -0.15 9 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 2991b FT=20/ LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc puffins. BOT CHORD Rigid ceiling dlrecUy applied or 4-11-14 oc bracing. REACTIONS. (lb/size) 2=231810-8-0 (min. 0-1 -8). 9=231810-8-0 (min. 0-1-8) Max Horz 2=204(LC 7) Max Uplift 2= 3320(LC 8). 9=-3320(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-W5/6301, 3-22=-6406/9410, 22-23=-6406/9410, 4-23=-6406/9410, 4-24=-7161/10571, 24-25=-7161/10571,25-26- 7161/10571,26.27=-7161/10571, 5-27-7161/10571, 5-28=-7271/10708, 28-29=-7271/10708, 6-29=-7271/10708, 630=-7271/10708,7-30=-7271/10708, 7-31=-6420/9440, 31-32= 6420/9440, B32=-6420/9440, 8-9=4431/6293 BOT CHORD 2-15-5418/3897, 15-33=-5443/3910, 33-34=-5443/3910, 14-34=-5443/3910, 1435=-9126/6406,35-36=-9126/6406,1336=-9126/6406,13-37=-9155/6420, 37-38= 9155/6420, 3839= 9155/6420, 1239-9155/6420, 12-40=-5435/3906, 40-41- 5435/3906, 11-41- 5435/3906, 9-11=-5412/3894 WEBS 3-15=-430/365, 3-14=-4086/2805, 4-14= 1016/1343, 4-13=-1351/870, 5-13-6201716, 7-13- 1423/944,7-12=-989/1282,8-12=-4128/2825, 8-11=-409/350 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 Co. Bottom chords,c rr nected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL-3.Opsf; h=1911; B-911h L=115it cave. 13f ; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) • This brass has been designed for a live load of 20.Opsf on the bottom chord In 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 3320 lb uplift at Joint 2 and 3320 lb uplift at joint 9. Walter P. Finn PE No.22838 MTek USA, Inc. FL Ced 6634 6904 Parke East BNd.Tampa FL 33810 Date: October 5,2018 A WARNING. Vedfydesfgnpardmelenand READNOT£S ON THIS AND INCLUDED MD£KREFERANCEPAGEMIF7473mv. I0934lMSDEFORE USE. Dedgn valid for use only Wth Mffelu) connectors. Tres design Is based only upon parameters shown, and is for an IndividualWlldIng component, not �� a buss system. Before use. the W icling designer must verify the cWlicabalty of design parameters and properly Incorporate thk design Into ltre overall bulldingdeslgn!&ocing lncloated Is to prevent WckltW ofindlAdual fmsweb and/or chord membem only. Addurmallemporaryandpermanembrocing MOW It always regrared for statAlty and to Wevent collapse wllh pos4da persotwl Injury aril property damage. For general guldonee regmdkxl me fabrication storage, delivery, erection antl bracing of huses and buss systems, weANSIRPII Quay C/DeM, DS"9 and SCSI gDPding Component 6904 Parke East BNd. Safetylnfonnaflom o labie from muss Rate Institute. 218 N. Lee Street. Suite 312, Nexandna, VA 22314. Tampa, FL 33610 Job - ruts Was type Cry Ply NOEL T15268370 75500 GBF HIPGIRDEfl 1 of 2 Job Reference (optional) I'ameelY 6.00 12 3x6 = 5xe MT78HS= 6x8 MT18HS = 3x4 = 293 II 5x8 MT18HS WB= 3x4 = 3 22 23 4 24 2526 275 28 296 30 7 31 32 a 2X3 II 34 - 35 3x5 = — 37 5x14 = 39 40 3x5 = W Scale=1:55.4 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.74 Vert(LL) 0.77 12-13 >482 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ven(CT) -0.4712-13 >786 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(CT) -0.15 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matt x-MS Weight: 2991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-7-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (IWsize) 2=2318/0-8-0 (min. 0-1-8), 9=2318/0-8-0 (min. 0-1-8) Max Horz 2=204(LC 7) Max Uplift 2=-3320(LC 8), 9= 3320(LC 8) FORCES. (Ib) - Max- CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4435/6301, 3-22= 6406/9410, 22-23=-640619410, 4-23=-6406/9410, 4-24=-7161/10571,24-25— 7161/10571,25-26=-7161/10571, 26-27=-7161/10571, 5-27-7161/10571, 5-28=-7271/10708, 28-29=-7271/10708, 6-29— 7271/10708, 6.30=-7271/10708,7-30=-7271/10708,7-31=-6420/9440, 31-32=-642019440, 8-32=-6420/9440, 8-9=-4431/6293 BOT CHORD 2-15= 5418/3897, 15-33=-5443/3910, 33-34=-5443/3910, 14-34= 5443f3g10, 14-35_ 9126/6406, 35-36=-9126/6405, 13-36=-9126/6406,13-37=-9155/6420, 37-38=-9155/6420,3839=-9155/6420,12-39-9155/6420,12-40=-5435/3906, , 40-41= 5435/3906, 11-41-5435/3906, 9-11-541213894 WEBS 3-15=-430/365, 3-14=-4086/2805, 4-14-1016/1343, 4-13= 1351/870, 5-13=620/716, 7-13=-1423/944, 7-12=-989/1282, 8-12-4128/2825, 8-11-409/350 NOTES- 1) 2-ply truss to be contracted together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 raw at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connecllons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd-132mph; TCDL-4.2psk BCDL=3.0psf; h-19f1; B=91 ft; L-116ft; save-13ft1 Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Waiter P. Finn PE No.22636 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. hilTek USA, Inc. FL Cert 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33201b uplift at joint 2 and 33201b uplift 6904 Parke East Blvd. Tampa FL 33610 at Joint 9. 1 Date: October 5,2018 O WARNING. Vedvey CoalgnpammammanEREAD NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEM674M my. IMMOISBEFOREUSE Design volld for asc onty wlm MIIekBconnealars. M design I, based only upon parameters shown, and is for m k,d[AdLld Wadho component, hot a frost system. Before use, me bullding d.slgner must vertfy the applicability of design parameters and property Incorporate his design Into the overall Wedigcoslgn. &echo indicated is to prevent buckling otmolvIdualbussweb and/or chord members only. Addllimaltemporarymdpermanentbrmil MOW Is always required for stablllty, and to prevent collapse Min possible personal Injury and property, carnage. For general guldmce regarding the fabrication. dotage, delivery. erection and bracing of hu,nes and truss systems. seeAtifil O000fy Comec. DSB49 cmd BCSI BaCCWg Compononf 6904 Parke EW 3W. SalotyhlolmolbmvdlaWe horn lnm Plale Institute,218 N. Lee Street, suite 312, Alexandra. VA 22314. Tampa,FL 33610 Job NSs russ I yPG IIP y NOEL T15268371 75500 GRG GIRDER 1 �f 2 Job Reference (optional) Chanters Truss, Inc., Fod Pierce, FL I Sx6 = 20 11 3x4 = 5x8 = Scale-1:53.8 2x3 11 5x6 W6= 3x4 = 2x3 II 3x6 = 3x6 - 3x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lot) Vdell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) 0.38 10-12 >939 240 MT20 244/190 TCDL 15.0 Lumber OOL 1.25 BC 0.70 Ven(CT) -0.37 10-12 >967 240 BCLL 0.0 ' Rep Stress Incr NO We 0.42 Horn(CT) -0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatrI Weight: 288 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid telling directly applied or 6-5-10 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ilasize) 2=2966/0-8-0 (min. 0-1-15), 7=2966/0-8-0 (min. 0-1-15) Max Horz 2=-266(LC 6) Max Uplift P=-2703(LC 8), 7=-2703(LC 8) Max Grav 2=3318(LC 29). 7=331 B(LC 30) FORCES. - (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 6402/5146, 3-20=-7643/6191, 20-21-7643/6191, 4-21=-7643/6191, 4-22=-7643/6191, 22-23=-7643/6191, 23-24- 7643/6191,5-24=-7643/6191, 5-25=-7645/6193, 25-26= 7645/6193,6-26=-7645/6193, 6-7=-6402/5146 BOT CHORD 2-13-4339/5773, 13-27=-4376/5817, 27-28=-4376/5817, 12-28=-4376/5817, 12-29=-5832/7703,11-29-5832//703,11-30=-5832/7703, 30-31=-5832/7703, 1031=-5832/7703, 10-32= 4376/5631, 32-33-437615631, 9-33=-4376/5631, 7-9=-4339/5589 WEBS 3-13=-905/1070, 3-12=-1797P2482, 4-12=-405/394, 5-10=-430/377, 6-1 0=-1 799/2484. 6.9=-904/1070 NOTES- 1) 2-ply truss l0 be connected together with IOd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Go. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7210; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft B=91 ft; L=115f1; eave=l3tg Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 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.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 2703 lb uplift at joint 2 and 2703 lb uplift Walter P. Finn PE No.22839 at joint 7. f,77ek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING - Verlydea/geparanschnsand READ NOTES ON THIS ANDwLGUDEDMITEKREFERANCEPAGEMS-74"nev. UsMsssVISDEFORE USE. Deslgh valid for use onlywlih MltekOconnectors. lNscieslgn Is based oNy upon parametersshown, antl Is for an Individual WNtllrg component rot ��- a truss system. Before use, the building decitner must verify the appllcabMIY of tlesign parametersand properly Incorporate Ihh design Into itw overall budIgdeslgn. BroongIndicated Istoprevent hackling oflntlNkJualmcsweb and/or chord members only. Adtlllionaltemporaryondpelmanembracltg MiTek' Is always regWred for stolollty and to prevent collafue with posible ,ercanei Injury and property damage. For general guidance regarding the fabrication.storage.delivery, erection and bracing of lenses and hussystems, seeANSfRel/ OualSy eril DS949 and SCSI au➢Ohp Component 6904 Parke East Blvd. Safety rnfonnafbmvallable from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Ten9e, FL 33610 Job ruse I runs yPa Q lyply NOEL T152603]1 75500 GRG HIP GIRDER i 2 Job Reference (optional) Ghaob8m INe9, Inc., YOn FIerCB, FL Sx8 2x3 11 3x4 = 5x8 = 3 20 21 4 22 23 24 5 25 26 6 Scale - 1:53.8 3x6 = 2x3 H 5x6 WB= 3x4 = 2x3 11 3x6 = 3x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.45 Vert(LL) 0.38 10-12 >939 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.3710-12 >967 240 BCLL 0.0 Rep Stress Incr NO WS 0.42 Horz(CT) -0.11 7 n/a Wa BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 288111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-0 no pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=296610-8-0 (min. 0-1-15), 7=2966/0-8-0 (min.0-1-15) Max Harz 2= 266(LC 6) Max Uplift 2= 2703(LC 8). 7=-2703(LC 8) Max Gray 2=3318(LC 29), 7=3318(LC 30) 1 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 6402/5146, 3-20_ 7643/6191, 20-21= 764316191, 4-21=-7643/6191, 4-22=-7643/6191, 22-23=-7643/6191,23-24=-7643r6191,5-24=-7643/6191,5-25=-7645/6193, 25-26=-7645/6193,6-26=-7645/6193,6-7= 64C2/5146 BOT CHORD 2-13=-4339/5773, 13-27=-4376/5817, 27-28=-4376/5817, 12-28= 4376/5817, 12-20= 5832/7703,11-29= 5832/7703, 11-30= 5832/7703, 30-31=-58327770.3, 10-31= 5832(7703, 10-32=-4376/5631, 3233= 4376/5631, 9-33=A376/5631, 7-9=-4339/5589 WEBS 3-13=-905/1070,3-12=-1797/2482,4-12=-405/394,5-10=-430/377, 6-10=-1799/2484, 6-9= 904/1070 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0-9-0 Do. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 DR; 8=91 it; L=115ft; eave=lift; Cat. 11; Exp D; Encl.. GCp1=0.18: MWFPS (directional); Lumber DOL-1.60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunem with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweeNthe bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2703lb uplift at Joint 2 and 2703lb uplift Walter P. Finn PE No.72839 at Joint 7. 11 USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Dale: October 5,2018 Q WARNWG- Vedlydeorgamramemmand READNOTES ON 1N15ANDWCLVDEDMTEKNEFERANCEP4GEMA74TJ rev. 161,193M)MBEFOREUSE Nunn valid for use only with MnekO connectors. lies design Is based only upon parametelsshovm, and Is form hdMtlual Wilding component, not a truss system. Before use, the Whiling designer must verify the applicability of design parameters and properly Incorporate Iris design Into the overall buldangdeslgn.Wachg Indicated Is to prevent buckling ofindividual lmssweb antl/or chord members only. Addlllonaltemporaymclermanenibracing WOW Is always required for slaWlty and to prevent collapse wilh gosslble personal hluy and Woperh/ dotncge. For general guldonce regarding the labrlwibn storage, delivery, erection and Ixaclrg of (asses and tans systems seeANSYM11 Quality C2arb, DS"9 and BCS1 Su8dhg Component Tame Parka East Btrd. Safety Worma//oa4varoble from Truss Rate Institute. 218 N. Lee street, S4Ie 312. Alexandria. VA 22314. Tango, FL 33610 Job russ Truss Type y NOEL T15268372 75500 GRH HALF HIP GIRDER 1 r� 3 Job Reference 0 tiona UIaOatns vuss, mc., Van riame, rt Scale - 1:36.0 6k8 = 2x3 11 dxd = 0e = 3x4 = 4 21 5 22 6 23 7 24 8 6.00 12I/L 3= 15 14 3 3 5 E 25 28 5x12 3x6 II 4x6 = 4 2 N 08 = 6 2 2 1 x4 N 3x4 II 3x4 II 5a] - - ALL CONCENTRATED LOADS 28 17 MUST BE EQUALLY DISTRIBUTED 70 9 4xto = 3x4 II TO EACH PLY OF THE TRUSS. 3x4 II fixe = 3-4-0 6-0.0 7-40 10.4-0 1 11- 2 M-8 0 77-4-0 1" o 3-4-0 2-8-0 1-0.0 34-0 7-i 3-8-4 2-30 2.5-0 Plate Offsets(XY)--11:0-6-40-0-0112:0-7-7Edoe112:0-1-20-0-9113.0-1-100-1-5113:0-6-il Edae1 f4:0-6-00-2-81111:0-2-80-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.63 Ven(LL) 0.76 14-15 >304 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Ven(CT)-0.7314-15 >317 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) -0.68 9 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 388 lb FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.0E'Excepl' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except 4-8: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30'Excepr BOT CHORD Rigid ceiling directly applied or 9.4-14 oc bracing. 2-17,3-16,6-12,7-10: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP M 30 REACTIONS. (lb/size) 1=1612/0-8-0 (min. 0-1-8), 9=1998/Mechanical Mau Horz 1=270(LC 25) Max Uplift 1=-1303(LC 8), 9=-1681(LC 8) Max Gmv 1=1852(LC 29), 9=2268(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 1-2_ 898/517, 23=-934/617, 3-4=-9923/7560, 4-21=-1180318922, 5-21=-11803/8922. 5-22=-11803/8922,6-22=-1180318922,6-23=-8962/6744,7-23=-896216744, 7-24=-1871/1404, 8-24- 1871/1404,8-9=-1986/1507 BOT CHORD 2-17=-183/263, 3-16=315/444, 3-15=-8775/11457, 15-25=-8770/11458, 14-25=-8770/11458,14-26=-7682/10219,13-26=-7685/10224,6-13=-543/491, 12-27=393/525, 11-27=3931525, 7-11= 254211978 WEBS 11-13= 123211645, 7-13=-5486f7280, 8-11= 2017/2688, 4-14= 383/573, 5-14= 510/442, 6-14=-1276/1630 NOTES- 1) WA 2) 3-ply truss to be connected together as follows: Top chords connected win 10d (0.131'x3') nails as follows: 2x8 - 4 rows staggered at 0.4-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected Win 1 Od (0.131'x3') nails as follows: 2x4 - 2 rows staggered at 0-4-0 oc- Web connected with 12 Gauge (0.216'x3.5') screws as follows: 2x4 - 1 row at 0.9-0 oc. 3) 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 (8), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psF BCDL=3.Opsf; h=1 Sit; B=91 it; L=115ft; eave=lift; Cat. II; Exp D; Encl.. GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Walter P. Finn PE No.22939 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 betweenilhe bottom chord and any other members, MITek USA, Inc FL Cad 6634 9) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33610 10) Bearing at joint(s)1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity Date: rapacity of bearing surface. October 5.2018 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13031b uphill at Joint 1 and 1681 lb uplift A WARNWG-Vedrydasl9nparamefera4nd READNOTES ON] 16MDWCLUDEDMREKREF£RANCEPAGEUIP7473rev. f0A32013BEFOREUSE valld for use any Wh MI1ek9 connectom. lNs Cesign Is based only upon parameters shown. and Is for an In Mdual buatltng component, not IN a truss system. Before use, the bullci ng designer must veefy the opplicabli ty of design parameters and properly Incorporate this design Into the overall bu0arg casign.r&acing Indicated is to prevent buckling of tra Mdual truss web and/or chord members only. Atltllllonoltemporaryendpermarvonlbr fng M!Tek* Is always required for stability and to prevent collapse with possbAe Personal Injury anal property carnage. For general guldance recording the fabdcatbn storage, delivery. erection and bracing of trusses and runs systems, seeANS1 IF Quality Careala, DSB49 and BCSI Bulda58 Component 6904 Parke East Blvd. Safety Bdormalt3mvdlable from Truss Rate Institute. 218 N. Lee Stayer, Salle 312, Alexarddo, VA 22314. Tanga. FL 33610 o rusS rues ype y NOEL T15268372 7550e GRH HALF HIP GIRDER 1 O 3 ,lob Reference 0llanfl nm.. rve nu,ae, rs Scale =1:36.0 6x8 = 2x3 11 4x4 = axe = 3x4 = 4 21 5 22 6 23 7 24 8 6.00 12 3 ire,_ 13 15 25 14 26 5x12 ro 3 5 IV 3x6 II 4x8 _ •jl o 2 R o — 16 12 f xd $ 3x4 II 3x4 it 2 , , 5xe —. ALL CONCENTRATED LOADS 28 17 MUST BE EQUALLY DISTRIBUTED 10 s axle = 3x4 II TO EACH PLY OF THE TRUSS. 3x4 II axs = 3-a-o s-o-0 7-ao L04,0v-2n i fa�1t2 4-ao I 2--a4 -n0 I 2ss-oo Plate Offsets(XY)— (1-0.6.40-0-01 (2:0-7-7Edgel f2:0-1-20-0-91 (3:0-1-100-1-51 (3�0-6-11 Edoel (4:"-00-2-81 f11.0-2-80-2-01 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.76 14-15 >304 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.7314-15 >317 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) -0.68 9 rda rda BCOL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 3881Is FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.OE *Except' TOP CHORD 4-8: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except` BOT CHORD 2-17,3-16,6-12,7-10: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP M 30 REACTIONS. (lb/size) 1=161210-8-0 (min. 0-1-8), 9=1998/Mechanical Max Hone 1=270(LC 25) Max Uplift 1=-1303(LC 8), 9=-1681(LC 8) Max Grav 1=1852(1_C 29), 9=2268(LC 29) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1; 2=-898/517, 2-3= 934/617, 3-4=-9923f7560, 4-21= 11803/8922, 5-21=-1180318922, 5-22— 11803/8922, 6-22=-11803/8922, 6-23_ 8962/6744, 7-23=-8962/8744, 7-24=-1871/1404,8-24= 1871/1404,8-9=-1986/1507 BOT CHORD 2-17=-183/263, 3-16=-315/444, 3-15=-8775/11457, 15-25= 8770/11468, 14-25=-8770/11458,14-26=-7682/10219, 13-26=-7685/10224, 6-13=-543/491, 12-27= 393/525,11-27=-393/525, 7-11= 2542/1978 WEBS 11-13= 123211645, 7-13_ 5486/7280, 8-11= 2017/2688, 4-14=-383/573, 5-14= 510/442, 6-14=-1276/1630 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied Or 9-4-14 oc bracing. NOTES- 1) N/A 2) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131'x3') nails as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected with 1Dd (0.131'x3') nails e s follows: 2x4 - 2 rows staggered at 0-4-0 oc. Web connected with 12 Gauge (0.216'0.5') screws as follows: 2x4 - 1 row at 0-9-0 Do. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=1.2psC BCDL=3.Ops1; h=19ft; B=91 it; 1_=115ft; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water pending. 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 3-6­0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSVIT I 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (bv others) of truss to bearing Dlate capable of withstandina 1303 Ib uplift at ioint 1 and 1681 to unlit Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNWG- Verlrydesign Parameters and READNOTES ON nAeMD VICLUDED NREKREFEHANCEPAGENOJ473mv. 10,113/2015BEFOREUSIE ♦ w�' Design Valld for use oNy with Mlielde connectors. Ns design Is based any upon Parameters shown, and Is for an IndMdal bulldog component. (cat a buss system. Batore use, the Wild g designer must verify the appllcablllly of design Parameters and properly hcomorale this design Into the overall bulldingdeslgn.Bracing lnuicatedIstoprevent bucklingofindNldualliussweband/or chord members only. Addlflormltemporeryandpermanentbwcing MiTek' 4 always required for stablllty and to prevent collapse with postble personal Injury and property dfaamyage. For general guidance regarding the OSB<➢and SCSI BuLd6rg Component fatatSa/alfy/nformationc Nd 7nmoo, laWefrom Trust PlaelInaltute,218 N. Lee sliest, Wife 312, Aey�a VA 22314�M, FL 33510 Job Truss Truss Type ty y NOEL T15268373 ]SBOo GRI C0IAMON GIRDER 1 3�pl,Job Reference (optional) Chambers Truss, Inc., Forl Pierce, FL Hun: B.taoa ua 2B 2m7 Print: B3aa s rim zo zum muex movmi.s. inc. r v o-m -eu ID:AhPI?e7BXJOHSrGr2uyW F2yX6uq-mr8AR_TBKgjn5UlkUVdOmWAvzdD4OtLwU?NocoyWI -0-2 -01-4 1--32-0-0 -i-060I6-8147.3 414 4-0114 43 7 6-8-16--1 4x6 = 4,,4 = 6,00 12 3x6 II HUS26 3x5 — HU526 7,68 = HUS26 3x4.= HUS26 3x4 II THDH26.3 HUS26 HUS26 HUS26 NAILED NAILED Scale=1:57.9 7x8 = LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.48 BC 0.91 WB 0.75 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) 0.31 14-15 >999 240 Vert(CT) -0.31 14-15 >999 240 Horz(CT) 0.09 10 tVa n/a PLATES GRIP MT20 2441190 Weight: 615111 F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=5781/0-8-0 (min. 0-2-6), 10=3832/Mechanical Max Harz 2=641(LC 31) Max Uplift 2--AB88(LC 8), 10=-3601(LC 8) Max Grav 2=6017(LC 36), 10=4342(LC 37) 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2!3=-12753/10283, 3-4=-10260/8520, 4-5= 10201/8628, 5-6=-734416293, 6-7=-7340/6292, 7-.B=-831877181,8-9=-B381/7166, 9-10= 878777418 BOT CHORD 21.15=-8973/11745, 15-19_ 8973/11745, 19-20=-8973/11745, 14-20=-897Wl1745, 14-21=-7213/9465, 21-22=-7213/9465,13-22=-7213/9465,13-23=-6002f7463, 23-24=-6002/7463,12-24=-6002/7463,12-25= 6418/7649, 11-25=-641877649, 10-11=-6418/7651 WEBS 6113=-5270/6163, 7-13= 1521/1429, 7-12=1157/1224, 9-12=550/526, 9-11=-392/149, 5)13=4029/3225,5-14=-3071/3900,3-14=-2883/2225,3-15=-1802/2429 NOTES- 1) 3-ply truss to be;wnnected 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 0-4-0 do. Webs connected as follows: 2x4 -1 raw at 0-9-0 oc. 2) All loads are Go sidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=19ft; B=91 it; L=115ft; eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4888 to uplift at joint 2 and 3601 lb uplift at joint 10. Walter P. Finn PE No.22636 9) Use LISP THDH26-3 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 7-2-4 from the left end to connect truss(es) MiTek USA, Inc. FL Can 6634 GRH (3 ply 2x4 SP) to front face of bottom chord. 6904 Parke East Blvd. Tampa FL 33010 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 9-0-121rom the Data: left end to 23-0-12 to connect truss(es) H (1 ply 2x4 SP), H1 (1 ply 2x4 SP), H2 (1 ply 2x4 SP), H3 (1 ply 2x4 SP), H4 (1 ply 2x4 SP), October 5,2018 H5 (1 ply 2x4 SP), H7 (1 ply 2x4 SP) to front face of bottom chord. A WARNING -Verity destgn paremet..dREAONOTES ON THISAND INCLUDED M/IEwREFERANCE PAGE1414747a rev. foRM015 BEFONEUSE Design valid for use only with Mneko connectors. 7Ns design Is based only upon parameters shown. and Is for an Individual building cominanent not a trim system. before use, the burning designer must verify the applicability of design parameters and p oineny Incorporate this design Into the overall buildingtleslgn.®achgIndicated Isto prevent buckling ofIndMduallnrssweb oW/or chordmembetsonly. Addlllonaltemporarymar,arnanembracing MiTek' 6 always required for slalXllty and to prevent collapse Ain posslble personal hJury and property damage. For general guidance regarding me fabrication. storage.delivery. erection and bracing of lmsses and truss systems see katinP/1 Quality CIMM, DSB49 and BCSl IfuCdbrg Component 6904 Parke Ensl Blvd. Satefyln/ormnllpinvallable from Truss Plate Institute, 218 N. Lee 6treet Suite 312, Alexand4a. VA22314. Tamp., FL 32610 Job Truss Useype ty y NOEL T1626a3]3 75500 GRI COMMON GIRDER i �] 3 Job Reference (optional) Chambers TNSS. lix.. Fart Pierce, FL Hun: 6.1308 UG zu 2U1 / vrin1: b.13U s jm Lv'Lu a MI I BK Ia411 ahmS, Inc. r n l n o 19:1u:Jti Lulu -liga 1 ID:AhPI?e78XJ8HSrGr2uyW F2yX6uq.mr8AR_TBKgjn5UtkUVdOmWAvzdD4OtLwU?NocOyW STX 0-11-140-2 160-0 4123-1-660I1437 41-04 4ss 362-8-01-01 44 = 6.00 12 Scale=1:57.9 4x6 = 3x6 11 HUS26 3.5 = HUS26 7x8 = HUS26 3x4 = HUS26 3x4 11 7x8 = I THDH263 HUS26 HUS26 HUS26 NAILED NAILED LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC20177TP12014 CSI. TC 0.48 BC 0.91 WS 0.75 Matrix -MS DEFL. in (too) Well Ud Vert(LL) 0.31 14-15 >999 240 Vert(CT) -0.31 14-15 >999 240 Horz(CT) 0.09 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 615111 FT=20% LUMBER- BRACING - TOP CHORD 2x41SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6'SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. WEBS 2x41SP No.3 OTHERS 2x9SP 240OF 2.0E REACTIONS. (Iarsize) 2=5781/0-8-0 (min. 0-2-6). 10=3832/Mechanical Max Horz 2=641(1-C 31) Maz Uplift 2=-4888(LC 8), 10= 3601(LC 8) Max Grav 2=6017(LC 3B), 10=4342(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except When shown. TOP CHORD 2-3=-12753/10283, 3-4=-10260/8520, 4-5= 10201/8528, 5-6=-7344/6293, 6-7= 7340/6292, 7-B=-8318/7181, 8-9=-8381/7166, 9-10=-878717418 BOT CHORD 2-15=-8973/11745, 15-19=-8973/11745, 19-20- 8973/11745, 14-20=-8973(11745, 14-21=-7213/9465,21-22=-7213/9465,13-22=-7213/9465, 13-23=-6002f7463. 23-24=-6002774631 12-24=-6002/7463, 12-25=641877649, 11-25=-641877649, 10-11=-6418/7651 " WEBS 6-;13=-5270/6163,7-13=-1521/1429,7-12=-1157/1224. 9.12=-550/526, 9-11=-392/149, 5-13=A029/3225, 5-14=-3071/3900, 3-14= 2883/2225, 3.15=-1802/2429 NOTES- 1) 3-ply buss to be connected together with 10d (0.131Nx3") 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 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASES) section. Ply to ply connections Have been provided to distribute only loads noted as () or (B), unless otherwise indicated. 3) Unbalanced roofllive loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=3.Opsf; h=19ft; 9=91 it; L=11511; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) This truss has b4en 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.Opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between tije bottom chord and any other members. 7) Refer to girder(s) for muss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488816 uplift at joint 2 and 3601 lb uplift at joint 10. 9) Use USP THDH26-3 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 7-2-4 from the left end to connect truss(es) GRH (3 ply 2x4 SP) to front face of bottom chord. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 9-0-12 from the left end to 23-0-12 to connect truss(es) H (1 ply 2x4 SP), H1 (1 ply 2x4 SP), H2 (1 ply 2x4 SP), H3 (1 ply 2x4 SP), H4 (1 ply 2x4 SP), H5 0 ply 2x4 SP), H7 (1 Plv 2x4 SP) to front face of bottom chord. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 69%Parke East Blvd. Tampa FL 33810 Date: October 5,2018 ®WARNING-Veriytleaign parameter mld READ NOTES ON THIS AND INCLUDED UffEKREFERANCE PAGE ael4473rv. 101XV2015 BEFORE USE. �la,-,en'e,q` Dedgn VdidforusC only Wlfh M1llTexE conrrecfon. iris tlesignabasetl ohi4 upon pgrgmetersshown, andls for alkltlNttlud WatlNg component. lro1 [a1:��" ,ileltllrlgdesigner must veafy the applicaM'voftleslgnrs aoperlycoraieih6 tlesign Into the overall glnticaledhfoprventssweba/pronrtl membersonly. AdtllaowfemporaryanMik' E always required for stOWlry and to prevent collapse wills possible personal Mlury and properly damage. For general guidance regarding the tabrhailoru storage, delivery, erecllon and bracing of trusses and imr systems, seeANSI/NII GUO/Ra-CIDDIb, OSa-0g Ond 8C51 BUEOtr1g Component 6904 Parke Eost BNtl. SOtaWan Deal.imvmlgbie rtom Inns HareavllMa,218 N. Lee s�re.,. Suite 312. Alexandtla, VA 22314. Tampa, FL 33610 Hip Girder T15268374 13 4x8 = 2x3 II 18 EA-.E 3x4 = SX4 — Scat. - 123.1 LOADING (psi) SPACING- 2-0-0 CS'. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.06 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vart(CT) -0.00 9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.02 6 r✓a rda BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 521to FT=20% LUMBER- BRACING - TOP CHORD 2X4SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc puffins. BOT CHORD 2X4'SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 2=472/0-8-0 (min. 0-1-8), 6--172/0-8-0 (min. 0-1-8) Max Horz 2=-108(LC 6) Max Uplift 2-576(LC 8), 6=-576(LC 8) Max Grew 2=782(LC 30), 6=782(LC 31) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-1375/658, 3-17=-17731986, 4-17=-1773/986, 4-18-1773/986, 5-18=-1773f986, 5-6=-1371/658 BOT CHORD 2.10=-525/1209, 10-19=.530/1244, 9-19=-S30/1244, 9-20=-525/1302, 8-20=-525/1302, 6-8= 521/1266 WEBS 3110=-36/251, 3-9=463/724, 4-9=-2721267, 5-9=46V720 NOTES- 1) Unbalanced real live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=3.Opsf; h=19R; B=91ft; L=115ft; eave=1311; Cat. II; Exp D; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576111 uplift at joint 2 and 576 In uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3421b down and 191 lb up at 1-10-8, 111 Ito down and 371to up at 3-11-4, 111 lb down and 37 Do up at 5-6-0, and 111 lb down and 371b up at 7-0-12, and 3421to down and 191 Vup at 9-1-8 on top chord, and 196lb down and 10416 up at 1-10-8, 42 to down and 41b up at 3-11-4, 42111 down and 4 Ib up at 6 �6-0, and 42lb down and 4 Ito up at 7-0-12, and 196111 down and 104 @ up at 9-0-12 On bottom chord. The design/selectionof such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the Imss 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 (pit) Vert: 1-3=-70, 3-5-70, 5-7-70, 11-14=-20 Walter P. Finn PE No.22839 tit ek USA, Inc. FL Cott 6634 6904 Park. East Blyd. Tampa FL 33610 Dale: October 5,2018 A WARNING -Vedbdeslgnpammefersand READNOTES ON THIS AND INCLUDED MNEKREFERANCEPAGEM9.7427nn, I0N52a15BEF0RE USE. Design valld for use only with Mh,109 connectols. This design is based only upon parameters shown, and is for an ltdlAdual building component, hot ��• a It=system. Before use, the bulldng designer must vedry the appecabelty of design parameters and properly Incorporate Ihls design Into the overall Wlding design. Bracing indicated is to buckitTr of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent k always re cured for stablllly antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parka East Blvd. fabrkmiort storage. delivery, erection and bracing of theses and truss systems..ANSUFPII Quality CrlsM, DS049 and BCSI Bulding Component Tampa, FL 33610 Safety6Tformalknovdlable from Truss Mate InsnMe, 218 N. We Street. Sidle 312, Nexardda, VA 22314. Job ^ russ Truss type y NOEL I T1526074 75500 GRL Hipelmer 1 1 Job Reference (optional) Cnar,hom Time, Inc., Pon Pierce, FL Run: 8.130 S W 262017 Film: 8.130 S JUI 20201E MI I eK IndUelnes, Inc. Yr lXT 5 14IU:4U 2Ula Vage 1 ID:AhP17e7BXJ8HSrGr2uyW F2yX6uq-edOhHLW hO3DDa5BVjLiywMLfZElyypUVPGL71oyWSTT -1-6-0 1-10-e 5-6-0 9-1-B 71-0-0 12-6-0 e 1-&0 1-10.8 3-7-8 30-8 1-10-8 1-6.0 aM5_7 4x8 = 17 2x3 II 4x8 = 3x4 = 3x4 = Scale - 1:23.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.19 Ved(LL) .0.06 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.09 9 >999 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.02 6 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 521b FL=20% LUMBER- BRACING - TOP CHORD 2x41SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc pudins. BOT CHORD 2x41SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing I be installed during ruse erection, in accordance with Stabilizer Installation guide. REACTIONS. lb(size) 2=472/0-8-0 (min. 0-1-8). 6--472JO-8-0 (min. 0-1-8) Max Hera 2= 108(LC 6) Max Uplift 2= 576(LC 8), 6= 576(LC 8) Maio Grav 2=782(LC 30), 6=782(LC 31) FORCES. (lb) - Max. CompJMax. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3= 13751658, 3-17=-17731986, 4-17=1773/986, 4-18= 1773/986, 5-18=-1773/986, 5-6=-1371/658 BOT CHORD 2-,10=-525/1209, 10-19=-530/1244, 9-19=-530/1244, 9-20=-525/1302, 8-20= 525/1302, 6-8= 521/1266 WEBS 3-',70=-36/251, 3-9=-463024, 4-9=-272/267, 5-9=-464/720 NOTES- 1) Unbalanced roofilive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-3.2psf; BCDL=3.0psf; h=19f1; B=91 it; L=11Sit; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.I S; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Truss has b6en designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf 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 576 lb uplift at joint 2 and 576lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 342111 down and 191 lb up at 1-10-8, Ill Ito down and 37lb up at 3-11-4. 111 lb down and 37lb up at 5-6-0, and I I I lb down and 37lb up at 7-0-12, and 3421b down and 191 Iblup at 9-1-8 on top chord, and 196 lb down and 104lb up at 1-10-8, 421b down and 41b up at 3-11-4, 421b down and 4lb up at 6-M, and 421b down and 4lb up at 7-0-12, and 196 lb down and 104lb up at 9-0-12 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 ({+If) Vert: 1-3=-70, 3-5= 70, 5-7= 70, 11-14=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 O WARNING- Veri/y EesiBnpmamotersa d READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MB-7=evr .. I&III20ISBEFORE USE. �■� Design vdid for use only with Mlields connectors. lints design is based only upon parameters shown. and is for an htllNdual Wilding component, not a truss system. Before use, the Wilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i�•Y6� WIItlingdeslgn.Bracing lndlcaledlstoprevent buckling ofIndividual humweleand/or chord memleers only. Addillwwllemporaryandl' manentbracing MiTek' Is always required far statNllty and to prevent collapse with possible personal hJury and property damage. For general gultlance regarding the fabrication,storage,delivery, erection and bracing of trusses and truss systems, seeANSUrPLi Ouatry Crilwe, DSB49 and BCSI RUloms, Component 6904 Pena, East Blvd. SaNy Nbrtnallomvdlable from Truss Nate In511Nie. 218 N. Lee Street. Wife 312. Aoxandria. VA 22314. Tampa, FL 33610 Job fuss SUSS ype y NOEL T1526B3]5 75500 GPM Hall Hip Girder 1 2 Job Reference a tional Chambers Truss, mo, Fon Pierce, FL 4x8 = 2x3 II Sx6 5.12 II auJzb SAO = HUs2s 7xe = ax14 = 3xe II HUS26 HUS26 HUS26 THDH2143 HUS26 `o Scale - 1:43.1 LOADING (Pat) SPACING- 2-0-0 CST. DEFL. in (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vart(LL) 0.09 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Hom(CT) 0.01 6 n/a r✓a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 306 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Slruclural wood sheathing directly applied of 6-0.0 oc puffins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3'Except* ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6,4-7,1-10: 2x6 SP No.2, 5-7: 2x4 SP M 30 REACTIONS. (fib/size) 6=611110-3-8 (min. 0-2-9), 10=624810-8-0 (min. 0-2-9) Max Hors, 10=318(LC 8) Maz Uplift 6-5267(LC 8), 10=-4538(LC 8) Max Grav 6=6235(LC 25), 10=6248(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 543313998, 2-3=.4327/3387, 3-4= 2756/2308, 4-5= 2756/2308, 5-6=-5964/5012, 1-10=-4704/3485 BOT CHORD 10-11=-555/424, 11-12=-555/424, 9-12=-555/424, 9-13=-3806/4795, 13-14=3806/4795, 8-14=-3806/4795, 8-15-3163/3903, 15-16=-31 63/3903, 7-16=-3163/3903 WEBS 2-9= 869/1156,2-8-1370/989, 3-8=-2970/4023, 4-7=-243/287, 1-9=-3605/4964, 3-7=-2657/1907. 5-7= 5389/6439 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 do. Bottom chords connected as; follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected'as follows: 2x4 - 1 row at 0.9.0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as; front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.0psl; h=191t; B=91 it; L=1 Hill; eave=1 3f ; Cal. II; Exp D; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 last 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 5267lb uplift at joint 6 and 4538 lb uplift at joint 10. 8) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 3-4-8 oc max. starting at 1-0-12 from the left end to 12-5-4 to connect truss(es) D (1 ply 2x4 SP), MA (1 ply 2x4 SP) to front face of bottom chord. 9) Use USP THDH214-3 (With 16d nails Into Girder & 16d nails into Truss) or equivalent at 11-0-12 from the left end to connect Walter P. Finn PE No.22839 truss(es) OR (3 ply 2x6 SP) to front face of bottom chord. M7ek USA, Inc. FL Cad 6834 10) Fill all nail holes where hanger is in contact with lumber. 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard October 5,2018 Q"""G-Vedlydeslgnperemetem: dBEADNOTE5 ON MMANDMCLUDEDMNEKREF ANCEPAGEMD-74Mmv. IoVG!a I5BEfONEUSE Deign valid tot use only vvilh MlleMconhectots. This design le based only upon pmometers shown, and Is form Individual building mmin mid, not a truss system. Before use, the bullding designer must verify Inc applleablllly of de9gn pdrametom arW properly Incoporate, ihls design Inlo the overall bullding design. &mbg indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brWW MiTek' 6 always matured for stability and to prevent collapse with possible personal lnfary, antl properly damage. For general guidance regarding the faWbatbrt storage, delivery. erectlon antl bracing of trusses and Truss systems, seeANSMil Dually Cgodar, DO 69 offer B=BumbgC napon�of 6904 Parka Enst Blvd. S IyOlfonna/bmvdlable from Truss Hate InsOMe, 218 N. Lee Street, sale 312 Aexondda. VA 0314. Tampa, FL 3361 D Job Trun russ I ype y NOEL T162683]6 75600 GRIM Hall Hip enter 1 1pl2 Job Reference (options CharMers Truee, Iro., Fort Pierce, FL 4x8 = 2x3 II Sx6 = Sx12 II naaza 8x10 = nuozo 7,08 = 8x14 = 3x6 II HUS26 HUS26 14US26 THDH2143 HUS26 �o Scale-1:43.1 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL L25 Rep Stress Incr NO Code FBC2017lTPI2014 CS]. TC 0.47 BC 0.26 WB 0.95 Matdx-MS DEFL. in Vert(LL) 0.09 Vert(CT) -0A0 Horz(CT) 0.01 (too) Vdefl Ld 8-9 >999 240 8-9 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 306 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x8 SP 2400F 2.0E end verticals. WEBS 2x4 SP No.3'Excepl' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6,4-7,1-10: 2x6 SP No.2, 5-7,.2x4 SP M 30 , REACTIONS. (lb/size) 6=6111/0-3-8 (min. 0-2-9), 10=6248/0-B-0 (min. 0-2-9) Max Ho¢ 10=318(LC 8) Max Uplift 6_ 5267(LC 8), 10=A538(LC 8) Max Gmv 6=6235(LC 25), 10=624B(LC 1) I FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5433/3998, 2-3=-4327/3307, 3-4= 2756r2308, 4-5=-2756/2308, 5-6=-5964/5012, 1-10=-4704/3485 BOT CHORD 10-11=-555/424, 11-12= 555/424, 9-12=-555/424, 9-13=-3806/4795, 13-14= 3806/4795, B-14=-3806/4795,8-15=-0163/3903,15-16=-3163(3903,7-16=-3163/3903 WEBS 2-9= 869/1156, 2-8=-1370/989, 38=-2970/4023, 4-7— 243/287, 1-9= 3605/4964, 3-7=-2657/1907,5-7>5389/6439 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 04-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 on. 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=19f1; 8=9111; L=115f; eave=1311; Cal. II; Exp D; Encl., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This Imss has been designed for a 10.0 Pat bottom chord live load nonconcunent 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 5267lb uplift at joint 6 and 4538lb uplift at joint 10. B) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 3-4-8 oc max. starting at 1-0-12 from the left end to 12-5-4 to connect truss(es) D (1 ply 2x4 SP), MA (1 ply 2x4 SP) to front face of bottom chord. 9) Use USP THDH214-3 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 11-0-12 from the left end to connect Walter P. Finn PE No.22839 truss(es) GRI (3 ply 2x6 SP) to front face of bottom chord. MiTek USA, Inc. FL Cod 6634 10) FlII all nail holes where hanger is in contact With lumber. 8934 Parke Eastillvd. Tampa FL 33610 Date: LOAD CASE(S) Standard October 5,2018 QWARNING-Vetlydetlgnparar.teraandREADNO7E5 ON MISANDINCLUDED MR'EKREFERANCEPAGEM@74M rev. 16DY1015 BEFOREUSE Design valid for use only with WekB connectors, Fr sdesign Is basad only upon parameters shown. and Is for an IryANUual bUrd sg component not a buss system. Before use, the bulldlN designer must vor y the appllcabaity of desgn parameters antl properly Incorporate Ihls design Info the overall bWtllrsgdedgn.&acmgIndicated Istoprevent bucklingoftrMNklualfrussweband/orcnordmembersonly. Addlllonalfemporaryandpermanent rw[n0 MOW Is always requked for stablBly and to prevent collapse Wlth parsecs personal whey anal lxoperly damage. For general guidance regeding the faGkalkm, storage, dolvery, erection and bracing of Inssses and Inns systems. seeAAcVMI1 Ow@y Crdedq DS"I sonar BM Buldrag Component 6904 Parke East Blvd. Sorf,ty otmalbmvAlade from truss Hate Institute. 218 N. Lee Sheet. Sate 312. AlexarxaAa VA MIA. Tarrya, FL 33610 o Press russ ype y NOEL ` T15268376 75500 GPP Hip Glydar 1 1 Jab Reference o tional Chaldsers Truss, Ina., Fod Pierce, FL r Scale=1:33.8 3.64 r12 4x4 - 4x4 = 4x10 4x10 24 5 25 6 26 7 16 4.5 = 2xd 11 axa = axd = axe - axa - e 11 4x5 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.14 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.1513-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.28 Horz(CT) 0.06 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc pudins. BOT CHORD 2x41SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. pb/size) 2=1823/0-e-0 (min. 0-2-8), 9=1823/0-8-0 (min. 0-2-8) Max Horz 2= 258(LC 6) Max Uplift 2=-1497(LC 8), 9=-1497(LC 8) Max Grew 2=2098(LC 29). 9=2098(LC 30) FORCES. (lb) - Max. ConnplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3881/2560, 34=-3661/2527, 4-24=-3399/2411, 5-24= 3376/2414, 5-25=-3267/2345, 6-25- 3267/2345, 6-26=-3376/2414, 7-26= 339912411,7-8=-3661/2527, 8-9=-3884/2560 BOT CHORD 2-17=-2106/3583, 16-17=-2106/3583, 16-27=-1992/3390, 15-27=-1992/3390, 141-15=-1984/3360,13-14= 1984/3360,13-28=-1992/3324,12-28=-1992/3324, 162=-2106/3392, 9-11=-2106/3392 WEBS 3-16= 414/333,4-16=.350/589, 5-15=-603/880, 6-13=-6031879,7-12=-350/590, 8-12=417/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psh BCDIr3.Opsf1 h=lgh: BA1It; L=115f ; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 beating plate capable of withstanding 1497 lb uplift at joint 2 and 1497 lb uplift at joint 9. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207lb down and 161 Ib up at 6-2-3, 127 lb down and 80lb up at 7-0-0, 100 lb down and 49 lb up at 7-6-6. 110111 down and 76 lb up at 8-6-0, 10016 down and 49 lb up at 9-5-10. and 127 Ib down and 80 Ib up at 10-0-0, and 207lb down and 161 Ib up at 10-9-13 on top chord, and 238 lb down and 197 lb up at '.6-2-3, 316 lb down and 240111 up at 7-0-0, 422111 down and 326111 up at 7-6-6, 2831b down and 209111 up at 8.&0, 422lb down and 326lb up at 9-5-10. and 316lb down and 240 lb up at 1 DO-0, and 238lb down and 197lb up at 10-9-13 on bottom chord. The desidn/selection of such connection device(s) is the responsibility of others. Walter P. Finn PE No.33838 B) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (8). MTek USA, Inc. FL Cott 6834 LOAD CASE(S) Standard $904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING-VMIydoslgnpammolersms!READ NOTES ON THIS AND INCLODEDMITEKRE£ERANCE PAGE MO7473mv. ih XIsSeTe BEFORE USE Design vold for use ooV WM MR.os eannectom. lhlsdesIgR Is based only upon Parameters shown, and Is (or an nalvldual buatling component, let �� o tmes system. Before use, the bulldirg designer must ver ty the appllcabelN of design parameters and properly Incorporate lhk design Into the overall bulldingdeslgn.roacingIndicated Istoprevent backing oflndMdwltruss web and/or chord membeisonly. Addlionattemporaryandpermanentbracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regardoa; Inc storage. delivery, erection and bracing of trusses and truss systems seeANSOIP/I Oueely Crderb, OSB4P and SM Wilding Component 6904 PnBe Easl BNd. Sufetyln/ormalbRivdlada from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandra, VA 22314. Tempe, FL 33610 Hip Gini., Scale=1:33.8 3.64 12 4x4 = 4A0 G 24 5 44 = 25 6 26 7 4x10 4.5 = 2x3 11 3x4 = 6.8 = "- 6x8 = 3x4 = 2x3 11 4x5 = LOADING (cast) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.37 Ved(LL) 0.14 13-15 >999 240 Mi20 E44/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.15 13-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.06 9 rva r1/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1823/0.8-0 (min. 0-2-8), 9=1823/0-8-0 (min. 0-2-8) Max Horz 2-258(LC 6) Max Uplift 2=-1497(LC 8). 9=-1497(LC 8) Max Grav 2=2098(LC 29), 9=2098(LC 30) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3801P2560, 3A=-3661/2527, 4-24=-3399/2411, 5-24-3376/2414, 5-25-3267/2345, 6-25=3267/2345,6-26=-3376/2414,7-26=3399/2411,7-8=-3661/2527,8-9= 3884/2560 BOT CHORD 2-17=-2106/3583, 16-17=-2106/3583, 16-27-1992/3390, 15-27=-1992/3390, 141-15=-1984/3360, 13-14-1984/3360, 13-28-1992/3324, 12-28=-1992/3324, 11;12-2106/3392, 9-11=-2106/3392 WEBS 3-f6=-4141333.4-16=3501589. 5-15=-603/880, 6-13=-603/879, 7-12=-350/590, 8-12=A17/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=3.Opsf; h=19N; B=91 it; L=115f ; save=13N; Cat. II; Enp D; End., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1497lb uplift at joint 2 and 1497lb uplift at joint 9. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207lb down and 161 lb up at 6-2-3, 127 Ib down and 80 lb up at 7-0-0, 100 Ib down and 49lb up at 7-6-6, 110111 down and 76 lb up at 6-6-0, 100 Ib down and 49 III up at 9-5-10, and 127111 down and 80 Ib up at 10-0-0, and 207111 down and 161 Ib up at 10-9-13 on top chord, and 238 lb down and 197lb up at 6-2-3, 316 Ib down and 240 lb up at 7-0-0, 422I11 down and 326I11 up at 7-6-6, 283 lb down and 209 Ito up at 8-6-0, 422111 down and 326Ib up at 9-5-10, and 316 lb down and 240 Ib up at 10-0-0, and 238I11 down and 197 Ib up at 10-9-13 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 (8). LOAD CASE(S) Standard FILE ,,CO,DV WARNING- VedNdasiynpmamara s and READ NOTES ON THIS AND INCLUDED NmEKREFERANCE PAGE so-7173n,, raNSRaIS BEFORE USE event collapse with possible wwral lnlury and property camage. For general 9dcarce regading the and braden of mus santl fruzoV Irma. seeANSIRDII Cualdv CdMda. OS9A9and RCNAu9d%a Came, Walter P. Finn PE No.22839 I47ek USA, Ina FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 5,2018 IN MiTek' 6904 Pats. East BNd. Tempe, FL 33610 GRZ GIRDER F T15268377 Scale-1:34.3 Sx12 = 2x3 11 5x8 MT18HS = 3.4 11 3x4 = 15x12 _ 2 3 4 5 6 FFH 14 18 12 16 11 17 1U 18 19 91 7X14= 6 13 HUS26 HUS26 —HUS26 Tat MT18HS= 10xio — 4x8 11 HUS26 HUS26 5x12 MT18HSi HUS26 HUS26 NAILED 7 8 3xB 11 Sx6 = 5-7-11 10 11-13 1fi-4-0 16-7r6 19-LO 5-7-1t 5-4-3 5-4-3 0-3-8 2-10-8 Plate Offsets(XY)-= 13�0-4-OEdoel 18:0-6-40-1-01 f9:0-6-120-4-81 f10:0-6-40-2-01 fl2:0-5-00-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Mall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 10-12 >774 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.2910-12 >665 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WE 0.88 Horz(CT) 0.06 8 DIG n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2931Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc puffins, except BOTCHORD 2x8 SP 240OF 2.OE'Except' end verticals. 5-8: 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 4-9 1-13: 2x6 SP No.2, 1-12,4-12,4-9: 2x4 SP M 30 REACTIONS. (Ib/sf2e) 13=6928/0-8-0 (min. 0-2-14), 8=7136/0-3-8 (min. 0-2-15) Max Uplift 13=-4845(LC 4), 8_ 4981(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-13=-5542/3930, 1-2=-11256/7893, 2-3=-11256/7893, 3-4=-11256/7893, 4-5=-452/424, 5-6=-213265 BOTCHORD 13+l4=281/394, 14-15=-281/394, 12-15=-281/394, 12-16=7788/11021, 11-16= 7788/11021,11-17=-7788/11021,10-17=-7788111021, 10-18=-7788/11021, 18-19= 7788111021, 9-19= 7788111021, 8-9=-7046/4914, 5-9=-371/348, 8-20= 844/565, 7-20=-8441565 WEBS 1-12=-8476/12094, 2-12=-377/427, 4-12=-147/262, 4-10=-3115/4560, 4-9_ 11753/8202, 7-9= 601/896, 6-9=-367/297 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0-7-0 Do. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connecte leas follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Ops1; h=19fp 13=91 it; L=115ft; eave=131t-, Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 4845 lb uplift at joint 13 and 4981 lb uplift at joint 8. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-6-12 from the left end to 14-6-12 to connect truss(es) 01 (1 ply 2x4 SP), C2 (1 ply 2x4 SP), C3 (1 ply 20 SP), C4 (1 ply 2x4 SP), C5 (1 ply 2x4 SP), C6 (1 ply 2x4 SP), C7 (1 ply 2x4 SP) to front lace of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148°x3.25°) toe -nails per NDS guidlines. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cart 6634 6904 Parka Eastillvd. Tampa FL 33610 Data: October 5,2018 ®WARNING- VeNtydealgnpammeters and READ NOTES ON THIS AND INCLUOEDMMEKREFERANCE PAGE 4fiI-0473mV. VIVU42015 BEFORE USE. Deslgn Valid for use only with MITeMB connectors. this desl9n Is based only upon parameters shown. and Is for an I dfadual Funding component, not �� a truss system. Retain use, the bulking designer must veiny the applicablity of design parameters and properly Incorporate this design Into the overall balldingdeslgn.Bracing Indicated Istopevenihackling oflndMdualbase web and/or chord members only. Mdlllondtemporcryandpermanentbraclng MiTek' Is always required for stability and to prevent collapse will, posaxle personal Injury and properly damage. For general guidance regarding the Fabrication. storage. delivery, erection and bracing of trusses and buss systems. meANSM11 Queenly C lIctb,DSB-0p and SCSI WSComponent 6904 Pa"dbir East Blvd. Samlymfoemalmtnvallable from truss Plate Institute. 218 N. Lee 61ree6 Wte 312, Alexandra. VA 22314.33610 Tanga.PL ROOF SPECIAL GIRDER 2 T15268377 Scale=1:34.3 Sx12 = 2x3 11 5x8 MT78HS = 3x4 11 3x4 = 15x12 = 2 3 4 5 6 14 15 16 11 17 1e 18 19 9 = 6 12 13 HUS26 HUS26 10x10 =HUS26 7xe MT18HS = 4x8 11 HUS26 HUS26 5x12 MT16HS 11 HUS26 HUS26 NAILED 7 e 3x8 11 Sx6 = 7-10-11-13 156.44-0 8 1-91-6..0 I 5.4-3 tl857 208 Plate Offsets(XY) f3:0A-(I f8:0-6-40-1-01 f9�0-6-120-4-81 f10.0-6-40-2-01 112:0-5-00-6-41 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(ILL) 0.25 10-12 >774 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.29 10-12 >665 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor NO WB 0.88 Horz(CT) 0.06 8 n/a nia BCDL 10.0 Code FBC20171-FP12014 Matrix -MS Weight: 293 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc Puffins, except BOT CHORD 2x8 SP 240OF 2.OE *Except' end verticals. 5.8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-12 0o bracing. WEBS 2x4 SP No.3*Except' WEBS 1Row at midpt 4-9 1-131 2x6 SP No.2, 1-12,4-12,4-9: 2x4 SP M 30 REACTIONS. (lb/size) 13=6928/0-8-0 (min. 0-2-14),8=7136/0�M (min. 0-2-15) Maz Uplift 13=-4845(LC 4), 8=-4981(LC 5) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-5542/3930, 1-2=-1125617893, 2-3=-1125617893, 3-4=-11256f7893, 4-5=452/424, 5-6=-213/265 BOT CHORD 13F14=-281/394, 14-15=-281/394, 12-15=-281/394, 12-16=-7788/11021, ll,16=-7788/11021,11-17= 7788l11021,10-17=-7788/11021, 10-18=-7788/11021, 18;19=-7788/11021, 9-19= 7788/11021, 8-9=-7046/4914, 5-9=-371/348, 8-20=-844/565, 7-k-844/565 WEBS 1-12- 8476/12094, 2-12= 377/427,4-12=-147/262, 4-10=-3115/4580,4-9= 11753/8202, 7-9=-601/896, "=-367/297 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go. 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 Go, 2x6 -2 rows staggered at 0-9-0 oc. Webs connectedlas follows: 20 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.. Ply to ply connections Have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=191t; B=911t; L=115ft; eave=131t; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has fieen designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4845 Ib uplift at joint 13 and 4981 to uplift at joint 8. 9) Use USP HUS26: (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-6-12 from the left end to 14-6-12 to connect Iruss(es) C7 (1 ply 2x4 SP), C2 (1 ply 2x4 SP), C3 (1 ply 20 SP), C4 (1 ply 2x4 SP), 05 (1 ply 2x4 SP), C6 (1 ply 2x4 SP), C7 (1 ply 20 SP) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33010 Date: October 5,2018 and EFERANCE AGE MIt-7473 rev. 101131L015 BEFORE USE. ONTUNs ANDINCLUDED ®WApN OMaram P design pammed, s This design N basedoNyuponparametersshown,andioinrm individual cumpothe not tdfor s6 connectors. tuas upon Designyste forusenNywth Urged, ! designer this de evs tmust ling o the aidual (ruse of design parameters and properly Incorporate this may n Into the overall a truss system. Before use, di aced ng tl Prevently. permanent bracing Isawaysiecufted'adngilityadto teven!ntlapas, sdnlaaifmsswebarand fVliTek' generralgUaAdultionaltempomeantl peortlmeamage.mbers withF s rearing Cg the tl for elivery, and to prevent collapse with possible personal Injuryn, sa and progeny damage. For general and G always rm storage. levves and tan.Cr0eAv, DSB-09 and BC51 Bu001ng Component fafetyAdomin rannavaRblefroecnon and bracngo sysfema seeAN5ndra 69r,aa,F04 e East0 28N. Lee VA 2231closely SaNtyNbpnpllodnvalade from Truss Plate Institute. 218 N. Lee Street Suite 312. Nexandda, VA 22314. Tampa, FL 33fi10 e N55 rU58 yp0 ty y NOEL T15268378 75500 H Half HIp 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6x8 = 20 3x5 = S.I. = 1:35.5 3xS = LOADING (psf) TCLL 20.0 TCDL 15.0 BOLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.76 BC 0.72 WB 0.54 Matdx-MS DEFL. in Ve eft-0.39 Vert(CT) -0.87 Horz(CT) 0.68 Wind(LL) 0.86 (loc) Udefl Ud 3-13 >596 360 3-13 >265 240 8 Na Na 3-13 >270 240 PLATES GRIP MT20 2441190 Weight: 141 Ito FT=20% LUMBER- BRACING- TOPCHORD 2x8 SP 240OF 2.OE'Except' TOPCHORD Structural wood sheathing directly applied or 4-2-6 oc puffins, except 4-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-15,3-14,5-11,6-9: 2x4 SP No.3 4-0-5 oc bracing: 3-13 WEBS 2x4 SP No.3 4-6-12 oc bracing: 12-13. OTHERS 2x4 SP M 30 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (I o/size) 1-86710-8-0 (min. 0-1-8), 8=867/Mechanical MaxHorz 1=346(LC 12) Max:UpliN 1=-558(LC 12). 8= 640(LC 12) Maz GNv 1=939(LC 17), 8=867(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-415/55, 2-3=-371/l17, 3-19=-2270/2280, 4-19= 2209/2290, 4-20=-1750/1896, 5-20=-1750/1896, 5-6=-1667/1807, 6-7=-502/535, 7-8=-834/908 BOT CHORD 3-13=-2594/2441, 12-13=-2598/2455, 5-12=-339/464, 6-10=-949/1070 WEBS 4-12=-749/758,10-12=-511/500, 6-12=-1548/1419, 7-10= 9621904 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vased=132mph; TCDL=1.2psf; BCDL-3.Opsf; h=19f1; 8=911t; L=11 Sit; eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-4-0 to 7-11-3, Interior(1) 7-11-3 to 9-0-0, Extedor(2) 9-0-0 to 19-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate; drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5581b uplift at joint 1 and 640 Ito uplift at joint S. LOAD CASE(S) Standard Walter P. Finn PE No.22838 MiTek UK Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 ®WABNNG- VedrydodgnpammetemanEBEADNOTESONTNISANDMCLUDEDMNEKHEFEHANCEPAGEMM174M3 a 1003/2015BEFONEDSE Des10n vatld for use only With Mnela) contractors. tints design Is bared only upon parameters shown, and Is for an Individual buldinp component, trot �� a It=system. Before use, stye building designer must verify the appllcablllry of design parameters and properly Incorporate Ihk design Into the overall bulldingdeslgn. Bracing Indicated Isio prevent buckling ofindlvldualnuseweband/or chord members only. Addlllonalfemporaryand ermaneMWacing MiTek' Is always required for stadilly, and to prevent collapse with possible perverlal injury and properly coinage. For general guidance regardayl the fabdcatbn, storage; delivery, erection and bracing of Lusses and truss systems, seeANSM11 OuaIOy CRotb, DSO-89 and SCSI Ou9d4rp Component 6904 Parke East Blvd. SablylnlomrnlloD.ivdloble from Truss Plate Insktute, 218 N. Lee Sheet, Sulte 312. Alexandda. VA 22314, Tarrpa, FL 3WI0 Job Truss Useype oty My NOEL T1526a3]B 75500 H1 Hall Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Plaice, FL Scale=1:37.4 6k8 = 2f 4x12 = 6xS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LL) -0.40 3-13 >571 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.90 3-13 >254 240 BCLL 0.0 ' Rep Stress incr YES WB 0.37 Horz(CT) -0.70 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.92 3-13 >248 240 Mighb157 In FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.OE'Except' TOP CHORD Structural wood sheathing directly applied or4-1-8 oc purlins, except 4-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-15: 2x6 SP No.2, 2-15,3-14,5-11,6-9:2x4 SP No.3 9-2-11 oc bracing: 2-15 WEBS 2x4 SP No.3 4-6-7 oc bracing: 3-13 OTHERS 2x4 SP M 30 5-4-4 as bracing: 12-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=85310-8-0 (min. 0-1-8),8=853/Mechanical MaxHorz 1=411(LC 12) MaxWpliff 1=-528(LC 12), 8= 649(LC 12) Max,Grav 1=939(LC 17), 8=864(LC 17) FORCES. (lb) - Maz. CompJMax. Ten. - All forces 260 (Ib) or less except when shown. TOP CHORD 1-2=-474/59, 2-3=-367/24, 3-20=456411497, 4-20= 149611514, 4-21= 110611220, 5-21=-110611220, 5-6— 1096/1209, 6-7=-389/428, 7-8=-830(938 BOT CHORD 2-15=-348/321, 3-13=-1792/1635, 12-13=-179811646, 5-12=-215/274, 6-10=-909/1071 WEBS 4-13=-94/261, 4-M-678/726, 10-12=-424/387, 6-12=-1138f1029, 7-10=-944/857 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91f1; 11=115ft; eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-14 to 8-3-1, Interior(1) B-3-1 to 11-0.0, Extenor(2) 11-0-0 to 19-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4,MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pet 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 girders) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 1 and 649111 uplift at joint 8. Walter P. Finn PE No.22838 LOAD CASE(S) Standard MiTek USA, Inc. FL Cott 6834 BS04 Parke East Blvd. Tampa FL 33010 Date: October 5,2018 ® WARNING -Vedly/dedgn paramelora and READNOTES ON THISAND INCLUDED MI/EKREFERANCEPAGE MIF7475rev. IO/eS401S SEFOREUSE Design valld for use only with Miiek9 connectors. rNs Ceslgn Is based only Upon parameters shown, and is for an individual burl no component. not a truss system. Before use. line bullding designer must ver8y the applicability of design parameters and properly Incorporate this design Into the overall building design. Macho Indicated is to prevent Duckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IB C KWIC Is always requ red far stabetly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faWcatlon storage.delivery, creation and bracing of trusses and truss systems smANSVIP/I Quality CAerb, OSB49 and BCS1 Wrld/ng Component 6904 Parke Eest BMd. Safety Nfelmollorgvallable from Truss plate Institute. 218 N. We Street Safe 312, Alexandria VA 22314. Tampa, FL 33610 0 TUGS russ ype y NOEL T15268360 )5500 H2 Hall Hip 1 1 Job Reference o tional Chambers Tmss, Inc., Fod Pierce, FL Jul 6x8 = 4x12 = 6x6 = 3-40 60-0 13-0-0 14.8-0 17-4-0 19.9.0 3-4-0 2-8-0 7-0-0 1-8-0 2-8-0 N-o Scala-1:41.7 Plate Offsets(XY)-- (110-8-40-0-01 (2:0-1-7Edoe113:0-0-7Edoel 14:0-6-00-2-81 (10:0-2-120-2-81 (12:0-2-40-2-01 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) -0.39 3-13 >586 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Verl(CT) -0.87 3-13 >261 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.68 8 n/a n/a BCOL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.92 3-13 >247 240 Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x8 SP 240OF 2.OE *Except' 4-7: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 *Except' 1-15,2-14: 2x6 SP No.2, 3-12: 2x6 SP 240OF 2.0E 10-1 f ,8-9: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 2-2-0 oc bracing. MiTek recommends (hat Stabilizers and required cross bracing be installed during Irl erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=85310-8-0 (min. 0-1-8), 8=853/Mechanical Max Horz 1=487(LC 12) Max Uplift 1=-504(LC 12), 8=-673(LC 12) Max Grav 1=951(LC 17), 8=902(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-474/0, 2-20=434/0, 2-0=-479772, 3-21=-1369/1223.4-21= 1302/1248, 4.5=-870/967, 5-6=-870/969, 6-7— 330/368, 7-8-8671987 BOT CHORD 2-/5=-351/330, 3-14=-505/479, 3-13_ 1461/1323, 12-13=-1490/1355, 6-10=-929/1109 WEBS 4-13=-709/784, 4-12=-1128/1216, 10-12=-368/326, 6-12=-1034/928, 7-10-967/868 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL.4.2psf; BCDL=3.Opsf; h=19ft; B=91ft; L=115f1; eave=13f ; Cat. II; Exp D; Enbh, GCpi=0.18; MWFRS (directional) and C-C Elderior(2) 0-7-14 to 8-3-1, Interior(1) 8-3-1 to 13-0-0, Extedor(2) 13-0-0 to 19-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4IMT20 unless otherwise indicated. 5) This buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 6) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 1 and 673 lb uplift at LOAD CASE(S) Standard Walter P. Finn PE No,22939 MiTek USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33010 Dales October 5,2018 ® WARNING- Vedydes1gnparam,rensantl READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMII-TATarev. tessessa IS BEFORE USE. R" Design valid for use,only with Mucks correctors. this design k bared only Upon parameters shown. and is for an IndMtlual building component,not a truss system. Before uselding , line budesigner must verify the applicabllly of design parameters and properly Incorporate this deslgn Into the overall ■` Wildngaeslgn.&oxing Indicated is to prevent buckling of Individual inussweb and/or chord members only. Addlllomitemp oWmdpermonentbmfng MiTek' Is always required for slabllily and to prevent coliopse with possible personal lnlury and properly damage. For general guidance regraong the fabdcatbn, storage, delivery, areal,. aid bracing of aussas and truss systems. WOANSWII OuaNy Gaffed,, DSB49 and SCSI Buffdln9 Component 6904 Parke East Blvd. Satetylniormalbrravallable aom truss Plate Insflrute, 218 N. Lee Street Suite 312, Nexardda. VA 22314. Tampa, FL 33610 Job I Truss I russ I ype Uty FlY NOEL T1526e3a1 75500 HalHalf Hip i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL axe = .— 3x4 II 3.4 = AM = 2x3 11 3x4 11 6x8 = It Scale - 1:46.2 LOADING (psf) SPACING- 2-0-0 CSI, OEFL. in (Ioc) /deft Ld PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.18 2-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CTj -0.43 2-12 >541 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.78 Horz(CT) 425 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.43 2-12 >539 240 Weight: 1701le FT=20°/ LUMBER- BRACING- TOPCHORD 2x8 ASP 240OF 2.OE'Except* TOPCHORD 5-7:12x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' BOT CHORD 6-9: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP M 31 I REACTIONS. (lb/size) 8=867/Mechanlcal, 1=867/0-8-0 (min. 0-1-8) Max Horz 1=576(LC 12) Mu Uplift 8= 711(LC 12), 1=-086(LG 12) Max Gray 8=964(LC 17), 1=973(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-388/0, 2-17=-1730/1356, 3-17=-1701/1357, 3A=-1601/1378, 4-5=-739/604, 5-6=-305/335, 6-7=-300/329, 7-8=-930/1046 BOTCHORD 2-12=-1920/1784, 11-12=-1921/1784, 10-11=-623/575 WEBS 4-12=-7/273, 4-11= 1452/1556, 5-11=-769/825, 5-10=-728/777, 7-10=-1011/920 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 4-8-15 oc bracing. 1 Row at midpl 7-8, 4-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL-1.2psf; BCDL=3.Opsf; h=191t; B=91f ; L=115ft eave=13f1; Cat II; Exp D; Encl., GCpi3O.18; MWFRS (directional) and C-C Exledor(2) 04-0 to 7-11-3. Intenor(1) 7-11-3 to 15-0-0, Exterior(2) 15-0-0 to 19-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This lmse, has tieen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Refer to girder(s);for truss to truss connections. 7) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanlcai connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 8 and 466lb uplift at joint 1. LOAD CASE(S) Standard Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 I ®WARNING -VerfrydesIgnparameters and READNOTES ON MSANDINOLUGED MI KREFERANCE PAGEMIF7473 rov. 1001.1Y9159EFOREUSE. �■�' Design vdld for use only calf MITeMconheciors. Ths design is hosed only upon parameters sl and is for an lndMdual bu;IdlnU comporreht. trot a bass system. Before use, Ithe building designer must verhy the opplloabAlty, of design parameters and pareedy Incorporate ihls design Into the overdl a•���( bulltlirgdeogn.Deccan Indicated Istoprevent WcklingoflrMMtlualMysweband/or chord members only. AtltliliorgltemporaryantlpesmanenibraGrg MITek' h always requlrecl for stability and to prevent collapse with possible persarwl Injury and Property damage. For general guidance regarding the faUaction. storage. delivery. eredlon and bracing of pusses and truss systems, seeAN5VIP11 Oaalgy CrMrla, DS9.89 and M= DuldN,g Componan2 69N Parke East BNd. gablyerlORnalbrxrvdlable from have; Plate Inslilute. 218 N. Lee Street, Suite 312. Nexandfla, VA 22314. Tear., FL 33610 o toss toss ype ty y NOEL T15268382 75500 MHall Hip 1 1 Job Reference (optional) Chambers Tress. Inc., Fort Harm, FL Hun:B.taus eelae zuvrear. a."'a a aw za aa]e Mnax nmumnea,mc. r ., - - w, -ya ID:AhP17e7BXJ8HSrGr2uyWF2yX6uq.Xf9dhXnsRWsEbKHYSFauGalAphtMNBJbEOwc_4yWST8 4-0 18.900 570.78 I 72-SB 2-SO-11-6310 &9 I Ia 618 = 3.4 11 3x4 = Scale=1:46.8 4x10 = 3x4 11 3.4 11 8x8 = Iv LOADING (psi) TCLL 20.0 TCOL 15.0 BCLL o.0 BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSL TC 0.47 BC 0.44 WB 0.76 Matrix -MS DEFL. in Ven(LL) -0.18 Vert(CT) -0.43 Horz(CT) -0.25 Wind(L-) 0.43 poc) Udell Ud 2-12 >999 360 2-12 >542 240 8 rVa We 2-12 >540 240 PLATES GRIP MT20 244/190 Weight: 169 lb FT=20% LUMBER- BRACING - TOP CHORD 2x8 SP 240OF 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 5-7: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or4-8-15 oc bracing. 2-13,6-9: 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 4-11 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bradng OTHERS 2x4 SP M 30 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ih/size) 8=867/Mechanical, 1=86710-8-0 (min. 0-1-8) Max Horz 1=571(LC 12) Max Uplift 8=-709(LC 12), 1=488(LC 12) Max Grav 8=961(LC 17). 1=973(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-415/0, 2-17=-1728/1363, 3-17= 1703/1364, 3-4= 1603/1385, 4-5=-758/631, 5-6= 308/338, 6-7=-302/332, 7-8=-927/1043 BOT CHORD 2-12=-1920/1781, 11-12= 1921/1780, 10-11=-641/590, 6-10=-186/256 WEBS 4-12=-e/270,4-11=-1441/1547, 5-11=-780/831, 5-10=-7251776,7-10=-10101918 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL.4.2psf; BCDL=3.Opsf, h=19ft B--91it; L=115ft; eave=13f; Cat. II; Exp D; Fsd., GCpi-0.18; MWFRS (directional) and C-C Extedor(2) 0-4-0 to 7-11-3, Interior(1) 7-11-3 to 14-10-8. Eldedor(2) 14-10-8 to 19-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of Dealing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 709 lb uplift at joint 8 and 488 Ile uplift at joint 1. LOAD CASE(S) Standard Walter P. Finn PE No.22838 I41Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 A WARNING -Verity dos/tin parsarefen and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF7473 rev. IAM3CMS BEFORE USE Design valid for use 6Ny War Bds design h based only upon parameten shown and is for m Individual buMlty Componentnot a truss system. Before use, the building designer must verify the appllcodfity of design poiametens and proP011y Incorporato Ihls design Into the overall buldlrgdesgn. Bracig lndk;ated is to prevent Wckling offralMdual hussweb and/or chord members only. AddlllonollemporaryandpermanentbwIng MiTek' I5 always regNred for stabllty and to prevent collonse with poulG'e personal Injury and properly damage. For general gWdaace regordmg the fabrication storage, delivery, election and bracing of bussesand mrsesystems, seeANSUIP11 Gual31/ Cd oda, DS849 and BCSI BuSdtrry Component 69N Parke East BNd. Sa/efylntosmalbnavallabe aom Bass Hale Institute, 210 N. Lee Street. Wile 312. Alexardtla VA 22314. Tarrpe, FL 33610 Job I fuss I ruse I yPe QtY My NOEL T15268383 7550D HS Half Hip 1 1 Job Reference o tional Chambers Truss, Inc.. Fort Pierce, FL Run: 8.130s W 26 2017 Print:8.13o a Jul 2D 2018 weak industries, Inc. Fri Coll 5 14:11:03 2018 Page ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-T2GO6Do7z77ygeRwZgcMMDoTgVVOr6ZuiiPj3yyWST6 8.4-11 12-10*8 19-8-0 8-0-11 4-; 14 6-108 09 = 3z4 II Scale=1:40.2 3 14 4 Ass = as If 3.6 = 3x4 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code F802017/TP12014 CS'. TC 0.70 BC 0.59 We 0.65 Matrix -MS DEFL. in Verl -0.11 VeB(CT) -0.30 Hoa(CT) -0.03 Wind(L-) 0.27 (too) Well Ud 8-11 >999 360 8-11 >706 240 5 n/a We 8-11 >867 240 PLATES GRIP MT20 2441190 Weight: 107 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. WEBS 1 Row at midpt 3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 1=887JO-8-0 (min. 0-1-8),5=882/Mechanical Max Horz 1=494(LC 12) Max Uplift 1= 527(LC 12), 5= 692(LC 12) Max Grav 1=1008(LC 17), 5=992(LC 17) FORCES. (lb) - Max. CompfMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-1513/1102, 12-13=-1420/1110, 2-13= 1323/1125, 2-3=-8901755, 4-5=233/318 BOT CHORD 1-8- 1478/1387, 7-8=-1478/1387, 6-7=-1478/1387, 6-15=-765R63, 5-15=-765/753 WEBS 2-81-941306,2-6=-881/983, 3-6=-5757744, 3-5=-1018/1032 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Veld=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=19ft; B=91ft; L=115ft; eave=131t; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 7-7-3, Interior(1) 7-73 to 12-10-8, Exterior(2) 12.1 ae to 19-74 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) This Wes has been designed for a 10.0 psf bottom chord live load nonconcummur 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.Opsl. 6) Refer to girder(s) for truss to loos connections. 7) Provide mechanical connection (by others) of mass to bearing plate capable of Wthstanding 5271b uplift at joint 1 and 692111 uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Ina FL Celt 6934 6304 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 ® WARNING -Vie ydadgn pammal. and READ NOTES ON TUN AND INCLUDED MFTEK REFERANCE PAGE MR-74M me 10N220159EFORE USE. Design valid tot use only with MilakO connectors. Thlsdesnn h based only upon parameters shown. and Is for an individual WedlW component, not �' a truss system. Before use, the bulidirg designer must verity the appllcabIlty of dedgn parameters and properly Incorporate this design Into the overall bulldingdedgn.&acinglrxlk:otedIstoprevent Wcklingoflndividudtruss web and/or chord members only. Atldlllonaltemp Tarymdtl mmanembracing MiTek' Is always required for stablllty and to prevent collapse with possVe personal mlay and progeny damage. For general guidance regarding the fabdcallom sforage, dellvery,erection antl bracing of lnraes and truss systems. seeANSMIl Quart/y CAeM, DSM9 and OCR BVgtlNy Component 6904 Parke East Blvd. Sch yrNolmaflon dicble, from Truss More Institute. 218 N. lee sheet. Sulte 312. Alexandria. VA 22314. Tanga, FL war Job rues Truss I ype y NOEL T15268384 75500 H6 Hall Hip t 1 Job Reference o tional Chambers Truss, Ix., Fort Pierce, FL 4x8 = 2x3 II 3.4 = 15 4 16 5 4x5 = 2x3 11 -- 3x4 = 6.8 = 3x4 11 Scale=1:36.0 LOADING (psi) TCLL 20.0 TCDL 15.0 RCLL 0.0 ' SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC20171TP12014 CS". TC 0.67 BC 0.58 WB 0,71 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(-L) in goo) Well Ud -0.10 10-13 >999 360 -0.26 10-13 >704 240 -0.01 6 n/a n/a 0.24 10-13 >762 240 PLATES GRIP MT20 2441190 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-1-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. gb/stze) 1=631/0-8-0 (min.0-1-8),6=72/Mechanical,7=1206/0-3-8 (min. 0-1-8) Max Harz 1=418(LC 12) Max Uplift 1=362(LC 12). 6=-106(LC 17). 7=-904(LC 12) Max Grav 1=711 (-C 17), 6=18(LC 12), 7=1265(LC 17) FORCES. glo) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-875/588, 2-14=-665/591, 2-3=-456/443 BOT CHORD 1-10=-894l793, 9-10=-894/793, 8-9=-8947793, 7-8=-373/329 10 WEBS 2-— 140/345, 2-8=-91211022, 3-8=-748/719, 3-7=-7621812,4-7=-376/517, 5-7=-278/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opst h=19ft1 B=911t; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 7-7-3. Intedor(l) 7-73 to 10-10-8, Extedor(2) 10-10-8 to 19-7-0 zone;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of Russ to bearing plate capable of withstanding 3621b uplift at joint 1, 1061b uplift at joint 6 and 904 lb uplift at joint 7. LOAD CASES) Standard Walter P. Finn PE No.22639 N'Tek UK Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING- VarlytleagnpammMersand READNOTES ON TH/SAND INCLUDED Mr/EKREFERANCEPAGEMI4741Jmv. MAUIaISREFOREUSE Design valdfor um oNy W" Mq H`' onnectars.lhis dedenbbased only upon lewameters shown, and Is for anIMINduai bueditg component,not S�' a truss system, Before use, the building designer must ve' the appllcablllly of tlesl9n parameters arxl properly Incorporate ihls tleslgn Into the overall balding design Drachs0 lndlo tsdr a to prevent buckling of lntlMtlual Lust web and/or chord members only. Atltllllonal temporary and permanent bracin0 MiTek' b always requhed for stabulry and to prevent collapse wlih possible Persorwl hi, and propeM tlanage. For General guidance regarNnA the fabticalbn storage, delivery, erecllon aiw txacing or trusses antl Loss cystemv seepflSUryll CUDOy Cdlarb, OSB-0P pnd SCSI augdtrrg Camppnanf 6804 Perko Eeal BMd. s2mlaformplbmvall . am ➢uss Rate Insllli 21e N. Lee Sleet, Suite 312 PlexarWdo, VA 22314. Tenpe, FL 33610 oTruss Massype y NOEL 6268365 T5500 M Rool Spacial 1 1 - Job Reference (optional) Chamfers Truss, Inc., Fad Pierce, FL Scale-1:34.1 4x6 = 4x4 = SM = �...� 3 13 4 14 15 5 1� 3.6 II fire 3.6-0 8-00-e 15-4-8 1&6-4 "AD &6-0 I 5-4-8 I 6.6-0 0- - 2 1.2-12 Plate Offsets (X Y)- 13:0-34,0-2-01.18:0-5-8 04-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.07 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.16 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Hou(CT) -0.01 6 rJa Tie BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.13 9-10 >999 240 Weight: 1151b FT=20e/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-9-14 oc pudins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 4-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-13 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during thus erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=541/0.8-0 (min. 0-1-8), 6= 385/Mechanical, 7=1595/0-M (min. 0-1-14) Max Horz 11=206(LC 12) Max Uplift t1=346(LC 12). 6--431(LC 17), 7_ 1125(LC 12) Max Grav 11--541(LC 1), 6=262(LC 12). 7=1613(LC 17) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-475/424, 1-12=-1599/1339, 2-12=-1599/1339, 23= 522/368, 3-13= 424/443, 4-13=-424/443, 4-14=-589/668, 14-15= 589/668, 5-15=-589/668, 5-6>354/465 BOT CHORD 10,11=-400/219, 9-10=-171211733, 8-9=-65W571, 7-8=-1570/1594, 4-8=-1002/1149 WEBS 1-10=-1277/1522, 2-10=-350/407, 2-9=-1301/1247, 3-9=-236/390,4-9=-1158/1227, 5-8=-863/761 NOTES- 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vdt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.0pst h=19ft; B=91R, L-115f ; eave=13ft; Cat. 11; 6y D; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) 0-1-12 to 3-0-0, Intermit) 3-6-0 to B-10-8, Exterior(2) B-10-8 to 16-5-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) This muss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 11, 431 lb uplift at Joint 6 and 1126 fb uplift at Joint 7. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 ® WARNING-VedlydeclgaparsmelersandREAD NOTES ON TNISAND INCLUDED NNEKNEFEBANCE PAGEAM-7473MV. 10,1712015 BEFORE USE neslgn valldforuse oalyvAlh MgekHconrreciw¢. this design hbasedoNyupon paramelelsshovm, and is form lydMduai building cormanent. not a truss system. Before use. the building designer must very the applicability of design parameters and properly Incorporate this desken Into the overall WidIngdesign. Waoinglndk tf istoprevenf WckllWofir IvMl llmmw band/orchordmembersoNy. Addlllotaltemporaryandpermanentbracing MiTek' R always Tegalred for stablllly and to prevent collapse with possNle personal every antl property damage. For general guidance regarding the fabrication. storage. delivery, erection and brackxl of truces and fuss systems. seeANSUIp)l Quality Clseda, DS849 and SCSI Bu➢ding Component 6904 Parke East Blvd. Sa/sfymfeNna))algvallabte tram Truss Nate Insfltuie, 218 N. Lee Street. Sulfa 312. Neaandda, VA 22314. Tampa, FL 33810 Job russ rune I ype Cry Ply NOEL T15266386 755M He Root Special 1 1 Job Reference o tional Chambers Truss, Inc., Forl Pierce, FL Smote = 1:34.1 6.00 12 4x4 = 3x4 = 3x4 II 3x4 = - 3 4 14 15 5 16 6 3.6 II ex4 I9 LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSL TC 0.49 BC 0.38 WB 0.56 Mattix-MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.11 9-10 >999 360 Ved(CT) -0.22 9-10 >820 240 Horz(CT) 0.01 8 tl/a n/a Wind(LL) 0.06 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 11311b FT=20a/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 5-8: 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4.8-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 12=601/0-8-0 (min. 0-1-8), 7= 158/Mechanical, 8=1308/0-3-8 (min. 0-1-9) Max Horz 12=53(LC 12) Max Uplift 12=-407(LC 12). 7=-158(LC 1).8=-914(LC 12) Max Gnat 12401(LC 1), 7=111(LC 12). 8=1308(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 1-12= 540/575, 1-13=-1080/992, 2-13=-1080/992, 2-0= 973f849, 3A=-857/779, 4-14= 473/474, 14-15=-473/474, 5-15=-473f474, 5-16---465/479,6-16=-465/479 BOT CHORD 10j11=-1075/1109, 9-10=-543/481, 8-9_ 1266/1239, 5-9= 333/453 WEBS 1-11=-968/1061,2-11=-360/349, 2-10=-41S/476, 3-10= 184/282,4-10=-276/476, 4-9=-1098/1167,6-9_ 571/551 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opst; h=19f ; B=91 it; L=115ft; eave=131t; Cat. II; Exp D; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) 0-1-12 to 5-6-0, Interior(1)5-6-0 to 6-10-8. Exterior(2) 6-10-8 to 14-5-11 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequatedrainage to prevent ureter pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcumenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to uuss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407lb uplift at joint 12, 158 Ito uplift at joint 7 and 91416 uplift at joint 8. LOAD CASE(S) Standard Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cod 6634 6904Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING -Very dealgn parameters and READ NOTES ON TH/SANOWCLUOEOMI KREFERANCEPAGEMIP74n.. 10,012015BEFOREUSE Design valor for Use oNy V AM MITela8 connectors. INsdesign Is based o y upon parametem shown. anal Is for an Incfl uol huatlin0 component, not �' a truss system. Before use. the bulltletp designer must veiny the appllcabOlty of design paramelers and properly Incorporate thisdesign Into the overall buedWceslgn.&achgIndicatedIstopreventbucklingofnWMdualtruswebaM/oretardmembomonly. Atltlllioraliemporaryantlpermanenibraclrg MiTek' 6 always regUred for stabnlry and to prevent collapse wllh poalble perwral Infury anal property damage. For general guidance regarding the fob,calbn.storage. clenvery. erection end taming of tmves anal truce systems. seeeNSMIJ Ouamy CrdeM, DS949 and BCsf Wlduag Camponenf 6904 Panke East Blvd. Safety NManafbmvdlode from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Nexondrla. VA 22314. Tampa, FL 33510 oTruss I russ I ype Uty PiV NOEL T1526838] ]5500 We Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pleros, FL Run: 8.130s Oc1262017 Print: 8.130SJU1202018MITek Indusldes,Inc. Fri Oct 514-11:092018 PWSTg ID:AhP17e7BXJBHSrGr2uyWF2yX6uq-ICe1MGtIZzl6YZV4w jmbU2Uewf7FzXm4eslHcyW 4x4 = Style=1:14.6 3x4 i 2X3 II 8-0-0 3x4 8-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in • (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ven(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.11 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 25 lb FT=20°% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=155/8-0-0 (min. 0-1-8),3=155/8-0-0 (min. 0-1-8),4=299/8-0-0 (min.0-1.8) Max Horz 1=105(LC 11) Max Uplift 1=-131(LC 12), 3=131(LC 12), 4=-159(LC 12) Max Grav 1=165(LC 17), 3=180(LC 18), 4=299(LC 1) FORCES. (Ib) - Max. ComplMax Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=226/356 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during tmss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10,1 Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL-3.Opsf; h=19ft; B=91 it; L=115ft; eave=lift; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This tmas has been designed for a 10.0 psi bottom chord live load nonooncurrent 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 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 1, 131 lb uplift at joint 3 and 159 lb uplift at joint 4. LOAD CASES) Standard Walter P. Finn PE No.22030 M rek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNINO-Verllydesignparamelonined BEAD NOTES ON] NISANOINCLUOEBIA/IEKBEFEBANCEPAGEM0.74nmv. JoMtee015 BEFORE USE }�■� i dgn valid for use only w1M MOek®comrectots. Tins design h boned only upon pwamaters shown, and Is farm IndMawl Wading component not I�w a truss system. Before use, ilia building designer must Verify the aWilcabalty of design parametersoral properly incorporate thk design Into the overall bAdmg dedgn.Brachg Indicated is to WckllW of Individual fruss web and/or chard members only. Atld111onal temporary and permanent bracng ■�. MiTek' prevent Is always requlsed to' Mablltyandtopreventcollcp WlhpossMepersorx hfuryandproperiya ge. ForgeneralgtldanceregandIg Me fabicalbrt storage, tlelivery, erecaon antl bactrg of Inraos antl Imss systems seeAN51/1pli Cr101dy C/B4dv, OSB-5P aM BCS1WfChB COTpononl 6904 Parke East Blvd. SahfylMonnOlbmvallabe seen nose Rare InsaMe, 218 N. Lee Sheet, Slle 312 Aexandrlat VA 22314, Terms. FL 33610 Job rus5 I Nas I ype ly NOEL T15266388 75500 NVBA Valley 1 1 • Job Reference o tional Chambers Truss, Inc., Fat Pierce, FL 3.17 F12 4x4 = 3x6 S 3 4 3x6 4 Scale-1:14.9 3x4 G 2x3 It 3x4 1 8-DO 8 0-0 Plate Offsets IXYP f2:0-3-00-1-0114:0-3-00-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a - rda 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress ]net YES WE 0.07 Horz(CT) -0.00 5 Na nya BCDL 10.0 Code FBC20177rP12014 Matrix-S Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=169/8-0-0 (min. 0-1-8), 5=169/8-0-0 (min. 0-1-8), 6=270/8-0-0 (min. 0-1-8) MmlHorz 1=-90(LC 10) MaxlUplift 1=-143(LC 12), 5=-143(LC 12), 6=-135(LC 12) Maz Grav 1=182(LC 17), 5=191(LC 18), 6=270(LC 1) FORCES. (lb) - Max. ComplMm. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 157/265, 3A=-157l258 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCOL.4.2psf; BCDL=3.Opsh h=1911; B=91ft;, L=115f; eave=13ft; Cat. II; Fxp D; Encl., GCpi-0.18; MWFRS (directional) and C-C Eadedor(2) 0-7-7 to 3-3.7, Interior(1) 3-3-7 to 4-0-1, Extenor(2) 4-0-1 to 4-8-9 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1431b uplift at joint 1, 143 lb uplift at joint 5 and 1351b uplift at joint 6. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Dab: October 6,2018 ,&WARNING- VeNyy Oesignparunnefers Md READNOTES ON TNISAND INCLUDED UMTKREFERANCE PAGEMR74"rev. I0110R015BEFOREUSE. �■R Design valid for use only With M0eld)connectors. lints clesign a based only upon parameters shown, ands is farm Individual Watling comlxanent,iwll a Jim system. Before use. the building designer must verify the appllcaMy of design parameters and properly bcolporole this design Into the overall ,�•�wp` InnIerngdasgn. Haring Indicate! is to preveal buckling of individual tmssweb and/or chord members only. Addiflondlemporaryontlpermanembraclrg MiTek' Is always requred far slatartly ends to prevent collapse with pottlUle personal blury and properly damage. For general Deviance regarding the fatdoolbn, storage, delNery, election and bracing of trussesandlmss sWv mi seeANSVIP11 Oa0@y Clgnfo, DSB49 ands lCsl l Mbg Component 6904 Parke East Blv& $aNlyfNopnalbinvalloble from rose Plate Indiana, 218 N. Lee Street. Sire 312. Alexandria, VA 22314. Tampa, FL 3380 o NSS NSS I ype ty MY NOEL T15268389 ]5500 HV12 Valley 1 1 Job Reference (optional) Chambers Tmss,lx., FOR PIe¢6, FL �anlD:AhP17e7BXJSHSrGr2u WFe JX6u -Eal Pn u85a7pos2T1UE 7r5jFTtK3X L8LV N]ST_ Y 2Y 9- Y P 91' 1 1 Y Y 3-10.8 8-1.8 12.0-0 3.10.6 4s0 3-10-8 Swle= 1d9.1 3* 2x3 II 3x6 3 4 6 44 v 2x3 [I 4x4 O LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017TFP12014 CSL TC 0.61 BC 0.52 WB 0.09 Matdx-S DEFL. in Ven(LL) n/a Vert(CT) n/a Horz(CT) -0.01 (Joe) Vdefl Ud - n/a 999 - n/a 999 5 n1a nla PLATES GRIP MT20 2441190 Weight: 37lb FT=201 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0.0 o; pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=319/12-0-0 (min. 0-1-8).5=319/12-0-0 (min. 0-1-8), 6=332/12-0-0 (min. 0-1-8) Max Horz 1=102(LC 11) Max Uplift 1=-258(LC 12), 5-258(LC 12), 6=-155(LC 9) Max Grav 1=337(LC 17), 5=339(LC 18), 6=339(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/632, 2-3= 3851660, 3.4— 38S/660, 4-5= 417/632 BOTCHORD 1-6=455r337, 5-6=-055r337 WEBS 3-6=-192/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=19ft; B=91ft; 1_=115ft; eave=13ft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 258 lb uplift at joint 1, 258 lb uplift at joint 5 and 155lb uplift at joint 6. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING -VedlyEedemparosulamand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-71nm.. fON.Ut015 BEFORE USE Design valld for use orrywith Mlteks connuctors. iMs design b bosed oNy upon parameters shown. and Is form Individual Wilding component. not a Bass system. Before Use, the building designer must verify the opplicatkilty of design parameters and properly Incorlaorate this design Into the overall Wa Ingdesgn.RechgIndIcatedls to weventbuckling of lndlvlUual Buss web end/orctwrdmembersonly. Maillorx4 fempororyandMunmentbracing MiTek' 5always requiredfor stablllty goal to Dissent coliorse Wlh possirrle personal Injury and Property damage. F«generalgWtlmce regatltrg fire fabicalbn, storage, derNery, meclbn and bracing of Busses orW Buss systems, seeANWMIJ Qua,1BByy a]Bsda, DSB49and BCSI Su7dlns, Component 69M Parke East BN4. SONyfnbanafbmvalade norm Truss Rare Ins11Me, 218 N. Lee Slte t, S41e 312. Alexandria. VA22314. Tampa, i. =10 Job Truss Truss Type uly ply -TN. T15269390 75500 A JACK -OPEN 16 Reference o tional Chambers Truss, Inc., Fon Pierce, FL LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ved(LL) -0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 4 n/a file BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 SOTCHORD 2x4SPNo.3 REACTIONS. (lb/size) 3=-12/1viechanical, 2=241/0-8-0 (min. 0-1-8), 4=-31/Mechanical Ma 'Horz 2=129(LC 12) Max Uplift 3=-12(LC 1). 2= 357(LC 12), 4- 33(LC 17) Max Grav 3=44(LC 12). 2=265(LC 17), 4=82(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:8.2 PLATES GRIP MT20 244A90 Weight: 6lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rMiTek recommends that Stabilizers and required cross bracing be installed during trusts erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10i Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91 ft; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi-0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3, 357lb uplift at joint 2 and 331b uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING- Vedrydeslgnpanvaders and READ NOTES ON TNLS AND INCLUDED MDEKREFERANCE PAGEND-74mrev, 124XV20ISSEFOREUSE. Design vatld for use only wnh hNek9connectas. Tinsdesign It based oNy upon parameters shovat and Is for an Individual brAdlar component net a Ines system. Before use, the bullding designer must verify the aPPllcablilly, of design parameters and properly incotpo afe Ihis design Into the overall bosalgdestgn. Wocing Indicated is to prevent buckling of Individual trussweb and/or cMTcl members orgy. AtlNflonwlfernMaryandpeimarentbracig MiTek' Isalways required for,stablllty, and to prevent collapse with possible personal" and property damage. Forgeneralguidanceregadingihe fabrIcatlon. storage,delivery. erection and bmcing of twesesond tizsssystern%seeANSNmIt Guafly CSDeda, DS9.89 and SCSI Building Component 6904 Punka East Blvd. SafeytrrbrtnalbmvaDable from Truss Rate Indents. 218 N. tee Sheet. D ste 312. Alexandria. VA22314. ToWa, FL 33610 p IU6a useype y NOEL T1626a391 76500 J3 JACK -OPEN 10 1 Job Reference (Optional) chambers Truss, IM., Pon Pierce, Ftco„ rnua..,. m., _.,..................................� ...�.... __. _ .. ID:AhPi?e7BXJ8HSTGr2uyWF2y q-AztACewOtlCNX1ACrgmoimKCAFXJ(BMM7GgFPNyWSSy 1 -6-0 3-0-0 i 1-FO 1 3-00 LOADING (psf) SPACING- 2-0-0 CT. TCLL 20.0 Plate Grip DOL 1.25 TC 0,70 TCDL 15.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 ' Rep Slress Incr YES W B 0.00 BCDL 10.0 Code FBC20171TP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=74/Mechanical,2=271/0-8-0 (min. 0-1-8),4=29/Mechanical Max Horz 2=204(LC 12) Max Uplift 3=-90(LC 12), 2=-369(LC 12), 4= 68(LC 9) Max Gmv 3=89(LC 17), 2=271(LC 1), 4=50(LC 3) FORCES. (I e) - Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. Scale=1:13.2 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(L-) 0.02 4-7 >999 240 MT20 2441190 Veri(CT) -0.01 4-7 a999 240 Horz(CT) -0.00 3 n/a rVa Weight: 12lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; VU11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=19f1; B=91B; L=115ff; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and fight e)gmed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 SO 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This lass has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) far truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90111 uplift at joint 3, 369lb uplift at joint 2 and 68111 uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22839 PhTek USA, Inc. FL cent 6634 69M Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING -Vexaydeslgnpammetersand REAONOTES ON THISANOINCLUDEDM KREFEMNCEPAGEM9-74nmv. IMUSPs015HEFOREUSE Daslgn valld for use oNy with MlielcD conneclo s. tNs desgn Is based onfy upon parameters shown, and Is farm Individual buadig component, not a truss system. Beforeuse, the bunding deslgnaf must verify the applicability of design parameters and papally Incorporate this design Into the overall buadigdesign. 9racloglndicated is to of individual lass web and/orchoulmembersouly. Addltlorwltemporarymtlpermanentbrocing WOW preventbuckllug Isalways required for slabllltyand to prevent coltopse allh possible personal Injury and propedy damcge. For general guldmce regorc$g the fabrlcallorl. storage. delivery. erection and bracing of imssesand hussystems, cooANSM11 cuaRy Cril DSBaP and 8C31BUMIng Compononf 6904 Parke East Blvd. SONfy Wonnarlwnvailode from Truss Plate Institute, 218 N. lee Sheet Suite 31S NexaMaa VA 22314. Tarrya, FL 3361a Job russ TMSS I ype cry Ply NOEL T15268392 Man J3P JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc.. Fort Pierce, FL Run: 8.130 a Od 26 2017 Print: 8.130 s Jul 202018 M I as Industries, Inc. FitOat 5 14:11:14 2018 Page t ID:AhPI?e7BKJBHSrGr2uyW F2yx6uq-e9RYOzx00VVOfKn2jUJxl%IL?xK4wEOVDwaoxgyW SSx -1-6.0 2-8.0 3-M ' 1-6-0 2.8.0 0.4-0 ' Scale - 1:13.2 2-BO Plate Offsets (X Y)-- MO-0-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Verl(LL) -0.04 6 >789 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.09 6 >379 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.01 5 rufa n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Wind(LL) -0.05 6 >777 240 Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=54/Mechanical, 2=274/0-8-0 (min. 0-1-8). 5=60/Mechanical Max Horz 2=204(LC 12) Male Uplift 4=-64(LC 9), 2=-296(LC 12), 5- 87(LC 9) Max Gray, 4=54(LC 1), 2=287(LC 17), 5=64(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDIr4.2psh BCDL=3.Opsf; h=19ft; B=91f1; L=115N; eave=13f ; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the, bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64lb uplift at joint 4, 296 lb uplift at joint 2 and 87 lb uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22939 MITak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING -Vedy des/gn parameter and READ NOTES ON THIS AND INCLUDED MITI BEFERANGE PAGE MIP7473 rov. 101=015 BEFORE USE Design valld for use only Math MITek0 connector. This design Is based only upon palameters shown, and Is for an Individual Wilding component. nor a truss system. Befolo,use. the bulldrig designer must verify the appllcablllly of design parameters and pfopefly Incorporate this design Into the overall Eracing lrxEcated is to buckling of individual truss web anchor chord members only. Additional temporary and permanent bracing MiTek' buldixltleslgn. aevent k always requBetl for eliveryoanal iasaing fwiaxn,asLLNepersonoi Wiry ANSM1ertydamage. tra it a andBCSceregarc➢ oitsa tbn, storage, erection braclrx7 of seeANM/rya. C RaM, DSB-0P OfM SCSI euHd6eg Component Tamp Parke East BNtl. mTnuas at 18 N. Lea, Street Suite 31 22314. Sarerylnlormnlbmvdlable from Tnas Rate Insatute. 218 N. Lee Sheet, Suite 312. Nexardda. VA 22314. SmAny liable, Terrye, FL 33610 Job fuss I rusa I ype ry y NOEL T1526e393 75500 is JACK -OPEN 11,7y 1 Job Reference (optional) Chambers Truss, Ino.. Fort Plarce, FL nun: tl.13usU L62u1/Vom: M. Srim ZvGmo W I e6 lnaeal08a. Ine, rnwr o w:rlpo zmo rays I D:AhP17e7BXJ8HSrGr2uyW F2yX6uq.6M7wdJxeepdFGUMEGBgArIH7ALfmf htfSaJMTGyW SSw 5-0-0 1-6-0 5-0-0 Swle =1:18.1 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) 0.15 4-7 >400 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Ven(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=143/Mechanical, 2=349/0-8-0 (min. 0-1-8), 4=62/Mechanical Max Horz 2=281(LC 12) Max Uplift 3=-182(LC 12). 2=-444(LC 12), 4=-124(LC 9) Max Grav 3=174(LC 17), 2=349(LC 1).4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=19ft; B=91f1; L=115f1; eave=13ft Cat. II; Exp D; Encl., GCpi=0.18; MNFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS }or reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 182lb uplift at joint 3, 4441b uplift at joint 2 and 124lb uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.23939 64Tek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 ®WARNING-Vedydeelgnparemerenand READNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEMIF74TJrev. feASRDeS BEFOREUSE Design vOlid for Use only Wlth MRek�IDcantcectot¢. iNs tleslgn h based oNy Upon pwameters ¢hown, ontl I¢ for an aldivklual W9dltq component, not a Ous system. Before use, the bullding dedgnm must verity tho appllcabaity of design laarametors arW properly Incorporate Ihh tlesl0n Into itre overall builtllrg des'gn.&acing hidlcated is to prevent Wckilrgg of lrldNldual buss web and/or clwrd members oNy. Additional temporary mtllaermanent bracing MiTek' balways requlred(or stabaM and to prevent collapse with possible persorwl hlury antl propeM tlanage, for general guldmce regmdng the fabdcatbn. storage, delNery, erec9on and braclrq of imsesand Imss systems. seeANSV/Plr CualDy C'.rks, DSEde OrM lC51 Ev2dasp Componen/ 6904 Parka East BNd. SDNtylnMRnDlb—',sble from r. Rate Ins9Nto 218 N. Lee Street. SUIte 312. PJexantldo. VA22314. Tempo. FL 33610 0 TruJ5Ass N65 N56 yp0 y NOEL 1526W94 ]5.500 JACK -OPEN 2 1 Job Reference (optional) Charters Truss, Ira., Fod Plefoe, FL nun:o.faas rare. my '."a. o. roe � u............e ID:AhPl7e7BXJSHSIGr2uyWF2yX6uq-bYZlgry16udxOqu Gv7LPNygk5k-BOBvohE3v?iyWSSv S.I. - 1:17.0 3x4 = 4-7A 4.7.1 Plate Offsets(XY)-- f1,0-0-00-0-141 LOADING (psq SPACING- 2-0-0 CS1. DEFL. in (fee) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.47 Vert(L-) 0.12 3-6 >439 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress lncr YES WE 0.00 Horz(CT) -0.02 2 n/a n1a BCDL 10.0 Code FSC2017/TP12014 Matrix -MP Weight: 161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=204/03-1 (min.0-1-8),2=147JMechanical, 3=62/Mechanical Max Horz 1=173(LC 12) Max Uplift 1=-213(LC 12). 2=188(LC 12), 3=-130(LC 12) Max Gmv 1=204(LC 1), 2=177(LC 17), M9(LC 3) FORCES. (Ib) - Main. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psh, BCDL=3.Opsh h=19f ; 13=91f; L=115f; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional) and C-C Exlerior(2) zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213lb uplift at joint 1, 188111 uplift at joint 2 and 130lb uplift at joint 3. LOAD CASE(S) Standard Walter P. Finn PE No.22839 Elf USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 QWARNING-VedydoWgnpar etemand READnorEs OMMSANDWCLUDEDMREKREF£RANCEPAGEM674MmV.mNi ISBEFOR£USE Design vend for use only Min Wakes connectors. This design Is based only Upon paameters MowadlN Mown, and Is for an aduat W@tling component, trot a truss system. Before use. the bulltling designer must verity the applicability of design pammeters and pfopedy Incorporate this design Into the overall buildig design. Braeteg indkafed is to prevent buckling of lydlvIdual fires v band/or chord members only. Additional temporary and permanent bracing MiTek' 5 always regr&etl fa slaaAty, and to xevent collolue wilh possal personal Injury abut properly danage. For general gedclace regacling the fobricallon.storage,delivery. erection and bracing of trusses and hues systems, sooANSUIPII Oua@y Cdal D8949 and SCSI Suldhg Conn"nanf 6904 Parke East Blot. Sallotyln/ore albmvallable, from Ina Nate lestlMe. 218 N. Lea street, sidle 312, Alexandda, VA 22314. Tarter, FL 33610 OTruss russ type cry NOEL T1526a398 75500 J5B 1PIy JACK -OPEN 6 1 Job Reference (optional) Chambers Tms%Ire., Fon Pierce, FL Bun: 8.130s O1262017Ptlnt:8.1308Ju1202016MIIeKlnauslne,ine. Himi J14:11:1/2ultl Y9 61 ID:AhPl7e7BXJBHSrGr2uyWF2yX6uq-3k7g27zvgOtzWnWcOosewANvgeK07b9ywuoTYayW Su Scale - 1:17.0 3x4 = 471 4-7-1 Plate Offsets (X Y)-- f 1:0-0-0 0-0-141 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.12 3-6 >439 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 ' Rep Stress [net YES We 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SP No.3 be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (fib/size) 1=204/Mechanical, 2=142/Mechanical, 3=62/1VIechanical Max Horz 1=173(LC 12) Max Uplift 1=-213(LC 12), 2= 188(LC 12), 3=-130(LC 12) Max Grav 1=204(LC 1), 2=177(LC 17), 3=89(LC 3) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=191t; B=91It; L=115ft; eave=13ft; Cat. II; Erato D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2131b uplift at joint 1, 188lb uplift at joint 2 and 130lb uplift at joint 3. LOAD CASE(S) Standard Walter P. Finn PE No.22839 fat ek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING - Verrfydesignparemaccus, dREAOMOTES ONTHISANOWCLUOEOMREKREFERANCEPAGEMI4T4T3rov Imli?l115BEFOREUSE. Deslgn vffd for use only with MIToW connectors. INsdeslgn E based why upon parametem shovm, and Is tarmrafl Wral Watling component, but a truss system. Before use, the bLdIdng designer must vedry the oppllcoblllty of design parameters antl properly Incorporate thts design Into the overall bulldhgdedgn.Bracing Indicated Istopreventbucklingofrodlvldualtnsss web and/or chord members only. Atldlllorwltemporaryantlpermarentbrackg MiTek' IS always required far Ocii and to prevent collapse wllh possiNe pownal kW antl property damage. For general gradance regarding the fobdcatkm,storage. delNery, erecnon ord braceg of trusses and truss systems, seeAN5lyrp,l CvaW C a a, OSBdp antl RCS, audtlNg Com➢aairU 6904 Parke East BNtl. SafatyWormalbR3vallable from Truss Plate Instltule, 218 N. Lou Street. State 312 Alexardda, VA 22314. Tarma, FL 33510 oI was rM I ype Cry My NOEL T15268396 T5500 JSD Jack -Open 2 i Job Reference o ti0nal cnanbem I russ, Inc., ron riBme, FL San = scale=1:18.1 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TO 0.39 BC 0.67 WB 0.00 Mdtil DEFL. in Vert(ILL) -0.03 Verl(CT) -0.08 Horz(CT) -0.08 Wind(LL) 0.12 (too) Udell Ud 6 >999 360 6 >728 240 5 n/a n/a 6 >490 240 PLATES GRIP MT20 244/190 Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=126/Mecharlcal, 2=35010-8-0 (min. 0-1-8), 5=80/Mechanical Max Horz 2=281(LC 12) Max Uplift 4=421(LC 12), 2=308(LC 12), 5=-47(LC 12) Max Grav 4=164(LC 17), 2=384(LC 17), 5=98(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f1; B=91ft; L=115R; eave=13f1; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the, bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 He uplift at joint 4, 308lb uplift at joint 2 and 47lb uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE N9.23839 6LTok USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING. Vedlydosi9npanamelore and HEAD NOTES ON TI SAND INCLUDED armEKHEFEHANOEPAGEARP7473 raw. 10N.Y2015 BEFORE USE Dedgn valid forma only with This design b basetl oNy upon parameters shown. and is fo! an Irdlvidual Wadlrg component. not � a Imss system. Before use, the bdialmg designer must verify tit applicabUIN of dmlgn parameters and propony Incorporate Ihb design Info the overall WadIngdedif, fo C glrtdbatedIstoprevent bucklingoftrWivdualtmsswebamd/orchordmembersonly. Addlllorwlfemporarymtlpermanemixaclrg MiTek' bdwW tegUredfarstadlllyaldto Wevenl CaliapeewllhpaAblepeiwmiinp8yaldpfa dydamWe. Tomgenelalgmcancemeoandlwlhe fobknikxt stomage.delivery, erection and bracing of trusses and tmsssystems, seeANIalmor OUa@ydHM,D5949ond BCSlMdNy Componmf 6904 Paike Eml BNd. Sahly NyolmaBanvalade from Truss Rate insniute, 21814. Lee Street Suite 312 Nexamdda. VA 22314. Tanta, FL 33610 0Truss iruss I yp0 cry Pli,r NOEL Ttszae3g7 T5500 JSP JACK -OPEN 2 1 Job Reference o tional Chamfers Truss, In6, FOR PIORo, FL 4x4 = Scale=1:18.1 Plate Offsets (X Y)- 13:0-4-12 0-3-51 M Edge 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Met Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.84 Ved(LL) 0.23 6 >257 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -0.08 6 >765 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Holz(CT) -0.14 5 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MR Weight: 20 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3'Except' 3-5: 2x4 SP M 30 REACTIONS. (lb/size) 4=123/1VIechanical, 2=350/0-" (min. 0-1-8), 5=83/tvlechanical Max Harz 2=473(LC 12) Max Uplift 4=-173(LC 12). 2=415(LC 12). 5=-148(LC 12) Max Grav 4=125(LC 17). 2=350(LC 1), 5--91(LC 3) FORCES. (lb) - Max. Comp./Mac Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 2-6=415125, 3-6=-376/95 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19D; S=91ft1 L=115ft; eave=13ft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Elderior(2) 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-01W1 by 2-0-0 Wde will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 4.415 lb uplift at joint 2 and 148 lb uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22639 MTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 QWARNING- Vedly design paramefe and READ NOTES ON THMANOINCLUDED MREKREFERANCE PAGE 9D-7473 rev. AVIR31alS BEFORE USE Design valid for Use only with Mltek® contactors. this design Is basetl only upon paameters shown, and Is for an Indlvrtlual Watling component, not a fares system. Before M. Me building designer must vellty the appllcabeily of destine parameters and properly Incorporate this design Into the overall building design.&acing Indicated is to prevent WclOing of Individual tnm web andlor chord members only. Additional temporary and permanent bracing MiTek' 6 always regWtedfor itaWtly ofvd to prevent colltpse wnh ponb:e personal blurt atxl propeM damage. for generd guWarx:e regarArg the 038d➢aMRC3/Eu9dNg CpmponeR/ fabfyintonabevi and braclrg of18 EeslBMd. fromN.LeeSreet. WiemssAexan1PN VA 2231CrRerb, $OhtylnformOlbfavalable fiom buss Rate Ins11Me. 218 N. Lee Street. suite 312 Alexantlea, VA 22314. Tress Tampa, FL Tampa, FL 33610 Jo NSs rues ype y NOEL T1526839a 75500 J] JACK -OPEN 11 1 Job Reference (ootionaD Chambers Truse, Inc., Fan Pierce, FL 3x5 = Sx5 = Scale - 1:22.9 7-0-0 LOADING (psf) SPACING- 2-0.0 cSl. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ved(LL) -0.08 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ven(C) -0.17 6-9 >477 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(GT) -0.00 5 n/a n/a BCDL 10.0 Code FSC2017/TP12014 Matrix -MP Wind(LL) 0.08 6-9 >999 240 Weight: 29 lb FT=20-A LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=42/Mechanice,2=434/0-8-0 (min. 0-1-8),5=25S/Mechanical Max Harz 2=357(LC 12) Max Uplift 4=-70(LC 12), 2=-342(LC 12), 5— 189(LC 12) Max Grav 4=57(LC 17). 2=478(LC 17). 5=322(LC 17) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.263/147 BOTCHORD 2-6=-452T302 WEBS 3-6=-427/639 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=1911; B=91 ft1 1_=115ft; eave=1311; Cat. II; Exp D; End., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 4, 342lb uplift at joint 2 and 189 1b uplift atjoint 5. LOAD CASE(S) Standard Walter P. Finn PE No,22039 Millek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 A WARNING -VeHty dears. paramefexa and READ NOTES ON THIS AND INCLUDED WENREFERANCE PAGE MII-]4]3 rev. 1BNaNi5 BEFORE USE *� Design valid for Use oNy W h MITeMconnactors. This design s based only upon Parameters shown. and is for ar Individual buedirg component; not a truss system. Before use, the building designer must verity the applicablily of design parameters and properly IncorPomte this design Into the overall buaingdsl0n. e&asellIvlk:ated Is to prevent buckling oflnM drdud rrmsweb chafer chord members only. Addllbr ltemporaryandpelmanentbrackg MtTek Is always reauked far stabany card to prevent collapse with possmle persoral Mary and property damage. For general guidance regar➢ng the fabfoollon.storage. delivery. erection and brackg of tosses and! buss systems, WeAALWII CunIDy Crdeerh,DSB-0p and SCSI BuSdhD Cempon/M 6904 Parke East BNr. Se lety Nbrmafbravdlade from Thms Rate Institute. 218 N. Lee Street. Sate 312, Alexandra. VA 22314. Tarrpa, FL 33610 Job russ I WaS I ypB Qly NOEL T15266398 75500 MA 1PIy Jack -Open 5 1 Job Reference o tional chambers Truss. Inc., Fort Pierce, FL 2tX5 = 6xs = Scale=1:22.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Mail Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(CL) -0.08 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Ven(CT) -0.18 5-8 >456 240 BCLL 0.0 Rep Sfress lncr YES WB 0.21 Horz(CT) -0.00 4 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 5-8 >782 240 Weight: 2716 FF=20% LUMBER- ' TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=31210-8-0 (min. 0-1-8), 3--35/Mechmical, 4=278/Mechanical Max Herz 1=266(LC 12) Max Uplift 1=-148(LC 12). 3= 57(LC 12), 4= 227(LC 12) Max Grow 1=346(LC 17), 3=49(LC 17). 4=344(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-274/160 BOTCHORD 1-5=-488/298 WEBS 2-5=422(690 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Was madfon, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft1 B=91 it; L=11Sit; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Evdmor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This buss 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 they ottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148lb uplift at joint 1, 57 lb uplift at joint 3 and 2271b uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22838 fli USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 QWARNING- VerrryEWBnparsmetenantl READ NOTESON TRISANO MCLUOEO MREKREFERANGEPAGEW7473mv. 100112015BEFORENSE Design valld for use only Win Wool, connectors. Ns design Is based only Upon parameters shawl, and Is for an 6-WlNdudl Wilding component, trot a truss system. Before use, the Wilding designer must verify the applicability of design {minters and properly Incomorale Ih6 design Into the overall bAr9ngdestgn. Brecon Inhaled is to prevent Wckling ofirMMdualfros web and/or chord members only. Adtmloneltempororymd Wmn ntbr ng MiTek' 6 alwaystegWred for slobafly and to prevent collapse Mtn possalle personal mlm and ptopedydamage. For genera regarcNgme and DImmur of nd13 Iff GVnOy CtQeM, 05Bd9 ontl ECS000GNg Componanf fabicalbn Storage, delNeryfrom East0 Tlon N.LooSt el, SnIems,se oxmCfPrI SaN/y6rbtmOlbmvdloble from Truss Plate Insilute, 218 N. Lee sfreeL sulfa 312. PlexmdAa. VA 22314. T6904 ampa, Tampa, FL 33610 Job NSs russ Type y NOEL T15269400 75500 J7B Jack -Open 6 1 Job Reference (optional) Chambers Truss, Inc., Fog Pierce, FL 3x5 = 6xa = Scale - 1:22.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ved(LL) -0.08 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Ven(CT) -0.18 5-8 >456 240 BOLL 0.0 ' Rep Stress Incr YES We 0.21 Hom(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Wind(LL) 0.11 5-8 >782 240 Weight: 27lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 REACTIONS. (II/size) 1=312/Mechmical, 3=35/Mechanical, 4=278/MechanimI Max Horz 1=266(LC 12) Max Uplift 1=-148(LC 12). 3--57(LC 12), 4= 227(LC 12) Max Grav 1=346(LC 17), 3=49(LC 17), 4=344(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-274/160 BOTCHORD 1-5=A88/298 WEBS 2-5=422/690 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOTCHORD Rigid ceiling directly applied or 7-2-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=lgft; B=911t; L=115ft; eave=1311; Cal. II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 1, 57lb uplift at joint 3 and 2271b uplift at joint 4. LOAD CASE(S) Standard Waiter P. Finn PE No.22639 NTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: October 5,2018 ®WARNING. V0royde 9npammelersand READ NOTES ON THIS AND INCLUDEDMREKREFERANCE PAGE AIW473m.. famIssVIS BEFORE USE Design valid forum onlywlth Mnek9 correctors. TNsdeslAr Is based only upon t>apamelers ehovm. and isfor m 4WINdual buatlirg cnml.omnL hot a truss system. Before use. the bundling designer must ver( the oppllcablllly of dosign parameters and properly Incomorate fhk deagn Into the overall buadrgdeOgn. Bracing Indicated Is topreventbuckling ofindNiduoltossweband/or chord members only. Adtllliorwtlempororymdpermamni6mlrg MiTek' Is always requeed for stablllty orM to pievenl collgre with possible parsorxe Infury antl property damoW. For general guidance regarding the fgMcaon. storage. delivery, erection and bracig of inures and loss systems. a,mANSW11 OuaIDy Crderb, DS949 and BCSI Bu9d4rg Component 69" Pare. E.9 Bid. SaAfty BJormatbarvdloble from Tens Rafe Insnf We, 218 N. Lee Street. SWte 312 Alexandria. VA22314. Terry.. FL 33610 Job Truss Truss Type QtY PlY NOEL T15269901 75500 17C Jack -Open 2 1 Jab Reference (optional) Ch. au Ttuss, Inc., Fort Pierce, FL Run: 8.130a Oct 262017 Firm: Scale=1:20.2 LOADING (psf) TCLL 20.0 TCDL 15.0 8CLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inner YES Code FBC2017/rP12014 CSI. TC 0.61 BC 0.58 WE 0.82 Matrix -MP DEFL. in Verl(LL) -0.05 Vert(CT) -0.11 Hong(CT) -0.10 Wind(LL) 0,21 (roc) Udefl Ud 7 5999 360 7 >842 240 5 Na nla 7 >445 240 PLATES GRIP MT20 244/190 Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 ASP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-11-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/Aize) 4=129/Mechanical, 5=197/Mechanical, 2=500/0-8-0 (min. 0-1-8) Max Horz 2=319(LC 12) Max Uplift 4=-135(LC 12), 5=-126(LC 12), 2=-429(LC 12) Max Grav 4=156(LC 17), 5=234(LC 17). 2=537(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 1705(2897 BOT CHORD 6-7_2722/1453, 2-7=3224/1761 WEBS 34_1123f698,3-6_I47412762 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91f; L=115f1; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has Been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)!lfor truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 135 lb uplift at joint 4, 1261In uplift at joint 5 and 429 lb uplift at joint 2. LOAD CASE(S) Standard Walter P. Finn PE ND.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING -Ved7y,deals. parameters and READ NOTES ON MIS AND INCLUDED MWEK REFERANCE PAGE MIF7473 rev. larrivo15 BEFORE USE Design card for useonly with Mneld, corrr ors. Bils design 6 based only upon parameters shovm, and Is for an Individualbu9ding Component,not �� a truss system. Before use, the biding designer must vedfy the applicability of design parameters curl propedy Incorporate this design Into the overall bulMingdeslgn. Bracing Indicated Is to prevent WcklfWoOndMdualtrussweband/or chord members only. AddiffonaltemporaryandpermaneMbrocing MiTek' Is always required for stability and to prevent collapse with posside personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems seeANSylpli Quohly CrMrb,DSR-69 and SCSI Building Component 6904 Parke East Blvd. Son efy mformonlonnvatable from truss Plate Inslllute, 218 N. Lee Street. Suite 312, Alexanado. VA 22314. Tampa, FL 33610 o MSG Truss ype y NOEL ' T15266402 75500 J17H Jack -Open 1 1 Job Reference (optional) Cha,rbers Tmss, Inc., Fort Pieme, FL Run: 8.130 s Od 26 2017 Print: 8.130 s Jul 202019 MiTek Industries, Inc. Fri Oct 5 14:1124 2018 Page i IDAhP17e7BXJ8HSrGr2uy W F2yX6uq.M42KW 0211 amzssYzl aUHieg2UzmW Gic_XT?KH EyW SSn -1-6-0 2-a-0 5-4-5 7-0.0 2-e-0 -i 2-8-5 1 1a-11 1 3x5 = 2-8-0 7-0-0 2-e-0 ".0 IQ Scale. 1:23.0 Plate Offsets(XY)-- f2:0-2-8 Edge), f3:0-3-00-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) -0.11 8 >786 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.25 8 >338 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) -0.19 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.34 8 >242 240 Weight: 29lb Fr=20% LUMBER - TOP CHORD 2x4 SP M 30 ROT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=A2/10echanical, 2=435/0-8-0 (min. 0-1-8), 6=342/Mechanical Max Harz 2=357(LC 12) Max Uplift 5=-52(LC 17), 2=-341(LC 12), 6=-281(LC 12) Max Grav 5=22(LC 12), 2=479(LC 17). 6=432(LC 17) FORCES. (lb) - Max. CompJMax. Ten. TOP CHORD 3-4=-288P256 BOT CHORD 3-7=-610/414 WEBS 4-7=-623/921 I All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--1.2psf; BCDL=3.Opsf;, h=19N; B=91N; L=11SIT; eave=13N; Cat II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52lb uplift at joint 5, 341 lb uplift at joint 2 and 281 He uplift at joint 6. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Job Truss russ ype ty y NOEL T15266603 75500 171 Jack -Open 2 i Job Reference optional) Chambers Truss, Inc.. Fort Pierce, FL 2g17 Print: i� Scale=1:23.0 Plate Offsets (X Y)-- f2:0-2-8 Edgel f3:0.3-4 0-2-e1 f6-Edge 0-1-81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Met Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) -0.10 6 >823 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Ven(CT) -0.23 6 >360 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.19 5 n/a n/a BCDL 10.0 Cade FBC20177rP12014 Matdx-MR Wind(LL) 0.33 6 >255 240 Weight: 30lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 3-6: 2x4 SP No.3, 3-5: 2x6 SP No.2 REACTIONS. (Ib/size) 4=136/Mechanicaf 2-434/0-8-0 (min. 0-1-8), 5=163Rviechanical Max Horz 2=357(LC 12) Max Uplift 4=-155(LC 12), 2= 342(LC 12). 5=-105(LC 12) Max Grav 4=179(LC 17). 2=478(LC 17), 5=200(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Suuctural wood sheathing directly applied or 5-1-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; 13=91 it; L=115f ; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C EMerior(2)-1-6-13 to 6-0-7, Intefior(1) 6-0-7 to 6-11-4 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This Ifuss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This lmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Imss to truss connections. 5) Provide mechanical connection (by others) of Iruss to bearing plate capable of withstanding 155lb uplift at joint 4, 342lb uplift at joint 2 and 105 lb uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22838 NTek USA, Inc. FL Cod 6634 6904Parke East Blvd. Tampa FL 33610 D*: October 5,2018 Job rass was ype ty y NOEL T152684D4 75500 am Jack -Open 4 1 Jab Reference (optionall Charcoals Truss, Inc., Fort Plerce, FL nun: 8.130s Oa 262017 Print: 6.130 sJu12020166a7ek Industnies, lu. Ftl ai 516:11:262018 Paget ID:AhP17e7BXJBHSrGr2uyW F2yX6uq-IT94x44YZBOh5AiL07W In3FOcmKjkgOH_nURM7yW SSI -1-6-0 3-d-a o-a rwv 7-6-0 i 3-4-0 2-gu-.0 I.0-0 Scale=1:23.0 3.5 = LOADING (pat) TCLL 20.0 TCDL 16.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSL TC 0.59 BC 0.73 WB 0.00 Matrix -MR DEFL. in Vert(LL) -0.10 Vert(CT) -0.23 Hoa(CT) -0.13 Wind(LL) 0.33 (loc) Vdell Ud 8 >811 360 8 >364 240 6 n/a n/a 8 >252 240 PLATES GRIP MT20 244/190 Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 no puriins. BOT CHORD 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8:2x4 SP M 30, 3-7:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (In/size) 5=181/Mechanical, 2=434/0-8-0 (min. 0-1-8), 6=121/Mechanical Max Horz 2=357(LC 12) Max Uplift 5=166(LC 12), 2= 342(LC 12). 6=-93(LC 12) Max Grew 5=230(1_C 17), 2=478(LC 17). 6=150(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. BOTCHORD 4-7=-411/340 NOTES- 1) Wind: ASCE 7•10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf;, h=19f ; B=91fl; L=1151t; eave=13f1; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 5.8-15, Interior(1) 5-8-15 to 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This base has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This Imes has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 166 he uplift at joint 5, 342 In uplift at joint 2 and 93Ib uplift at joint G. LOAD CASE(S) Standard Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING -VedlyderJgn Paremerereand NEADNOTES ON MISAND INCLUDED MIMICREFERAMCE PAGEMIP747a rev. 100320158EFOREUSE. Design valid for use only win, MiTeltm rnnnectort. Us design h based early upon panemetels shown. and Is for an Individual building componeId. nor a truss system. Before use, the building designer must ve4N the appllcablllly of design parameters and properly Incorporate Ihh design Into the overall.1 bu6tlngdeagn.WmktglrMkaledlsto band/orcMtdmemb moNW y. Addtlonaltemporaontlperma jracing MiTek' WeventWcklingoflndNdualtus Is always required for MaNiltyand to pevent collapse wnh possaNe personal" aril property domage. For general guldance regarding the bnackgofimssesandh MsyitemaseeANSUMIIQuayCre ,DS"Pandfi=Wldbg Component 69ad Parke East Blvd.fabricafKKmstorage.dellvery,etecnona SONIy Wolmatlornvdilable kom Inrst Plate Institute. 218 N. Lee Sheet. suite 312. Alexandra VA 22314. Tern FL 33610 Job russImes; type ty Ply NOEL T15266405 7550D RP JACK -OPEN 2 1 Job Reference (optional) Chainbers Trace, Inc., f it Pierce, FL Run: 6.130 a Oct 262017 Fran: 0.1305 JUI202015 N IBK IMUSmeS. Inc. rn Vcr J 14:112tl guru rage 1 I D:AhP17e78XJBHSrG2uyW F2yX6uq-ESHrMm5o5pGPKTskXOZDsUKI0a3VCW 1 ZS5zYRIry W SSI -1-6-0 0 1-8-0 2-8-0 5.2.0 7-0- 1.6-0 1-8.g 1A0 2-6-0 1-tf}o ' Scala - 1:22.9 2-8-0 7.0-0 2-8-0 4-4.0 Plate Offsets(XY)-- (2:0-4-14Edge1 (3:0-3-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ved(LL) 0.21 7-10 >381 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Ven(CT) -0.09 7-10 >925 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Hoa(CT) -0.07 6 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MP Weight: 291b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=2/10echanical, 6=286/Mechanical, 2=471/0-8-0 (min. 0-1-8) Max Horz 2=443(LC 12) Max Uplift 5=-24(LC 3), 6=-460(LC 12), 2-598(LC 12) Max Grav 5=38(LC 10), 6=286(LC 1).2=471(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4-239/369 BOT CHORD 3-7= 760/322 WEBS 4'-7= 442/1043 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2pst; BCDL=3.Opsf; h--19ft; B=9111; L=l l5tt; eave=13ft; Cat. II; Exp D; End., GCpi-0.18; MWFRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Intedor(1) 6-0-7 to 6-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOIr1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers pamllel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical Connection (by others) of Iruss to bossing plate capable of withstanding 24 lb uplift at joint S. 460 lb uplift at joint 6 and 598I11 uplift at joint 2. LOAD CASE(S) Standard Wafter P. Finn PE No.22639 MRek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING nand READ NOTES ONMISb EP EFOHEUSE. afIIEKHEera baceINCLUDED for—I,onlywpaMuck ncl NforcanIn lActu lbuldi42015 Desgn Valid forefooNywnh Mirek9g ano IMMtlual Uponedign dodcfr uct vesignhb WlioNy Wfemshown,Wpbforan abuss System. Beforeuse. IDeatedngtlreveimuskyeetythe this descomporenLrot ab6lty ofdesign Peramomeandpropeay Incorporate Ihk tlesignInfo the overall lAdl Icalwl &ocNatAllyaletllsfneven!nlbucklingofossfotl,MreoswefuryalDIopememnage..Atldlliolwllempotpryantlpertnanenibraclrg MiTek' requi 6 dways requlretl for siabaltyantl fo prevent collapse wlkh possible Personal h4ury and property tlamage. For general gtldance repardrg iMr iabrkakbmstorage, tlelNery, 0Un/ry LYa'erb, D6aJ)9 arW aC516ultlNp Compon�nf hacNgor Musses rntlrect 6904Parke East Blvd. fromTrumsaM Svlery NfomlalbmvoaaNe hom inert Rake InsnMe, 218 N. fee s4eei. Site 312. AlexarxlM. VA 22314. Wte 3tse Alexandra Tarrya, FL 32610 Job ms5 I russ I ype y NOEL T1526e406 75500 JA Jack -Open 5 1 Job Reference (optional) Chambers Truss,Inc.,Fo9Pierce.FL nun:o.1aus U0ea zuv rnm:u.1ausawzveme rvurertnuusmas,nrv. n1car54:1l. eom ruser ID:AhPI?e7BXJBHSrGr2uy W F2yX6uq.i2rDZ660r6OGydOw574SPitvD_Ujxl7jgli5zSy W SSt -1-6-0 1-10.8 1-6-0 1-10-8 LOADING (pst) SPACING- 2-0-0 CS]. DEFL, in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.70 Ved(LL) -0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WR 0.00 Horz(CT) 0.00 2 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (flu/size) 3=32/Mechanical, 2=239/0-8-0 (min. 0-1-8), 4=5/Mechanical Max Horz 2=163(LC 12) Max Uplift 3=-30(LC 9), 2= 298(LC 12) Max Grav 3=46(LC 17), 2=263(LC 17), 4=32(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. Scale=1:10.4 PLATES GRIP MT20 244/190 Weight: 9lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=19ft; 8=91 ft; L=115ft; eave=13fD Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 30lb uplift at joint 3 and 298 lb uplift at Joint 2. LOAD CASE(S) Standard Walter P. Finn PE No22830 MiTek USA, Inc. FL Cod 6634 (I Parke East Blvd. Tampa FL 33810 Date: October 5,2018 A WARNING- VeN7ydealgapammefereand NEADNOTESON TUXANDMCLUDEDMREKNEFEMNCEPAGEMIF7473rev. 1d1K12015SEFOREUSE Deena valldfar use only who Mnelt®correctors. Ihls Eesign h based only upon parameters shown, and is for an PdlAcusl buetlitg component not �R- w■ a truss system. Before use. the building desl©ner must verity the appllcablllly of design parameters and propedy Incorporate This design Into the overall buideadeslgn. Bracing Indicated is to prevent buckling ofindl1dual trusweb and/or chord members only.Addlflondlemporaryantlpennanentbrceing MiTek' h always tegWred for slataElly antl to pteveM collapse wnh posble percotwl Inlay atd property damage. For general gWdance recording the storago, delivery, erection and bracing of trusses and trues system%seeA NSYMIf GuamyC d�lb, DSBd9 and Bpi BuBding Component 6904 parka East Blvd.fabricator, SabtylNmmafbnavollode from Ina plate Institute, 218 N. Lee Street, Sure 312. Alexandria, VA 22314. Tampa, FL 33610 Job I ru55 Truss, Type Dry Hy NOEL T1526840] 75500 JB Jack -Open 2 1 Job Reference (optional) Chambers TnxsJnc.,Fol PlefOa,FL nun:e.raus,m eozmr rnm: e.,awamzv zmo moan nmumum,nm. - ��� �� ID:AhPl7e7BXJ8HSrGr2uyWF2yX6uq-i2rDZ660r6OGydOW574SPitvD_Rux17jgl,5Z6 SSi 3-10-5 1-&0 3-10-5 Scale=1:15.3 310.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.01 4-7 >909 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 Sc 0.38 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code F802017/TP12014 Matdx-MP Wtnd(LL) 0.02 4-7 >999 240 Weight: 151b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=104/Mechanical, 2=303/0-8-0 (min. 0-1-8), 4=44/Mechanical Max Harz 2=237(LC 12) Max Uplift 3=-114(LC 12), 2= 294(LC 12), 4=-5(LC 9) Max Grav 3=139(LC 17), 2=333(LC 17), 4=69(LC 3) FORCES. Via) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installadon guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=19ft; B=91ft; L=11511; eave=113ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 114 lb uplift at joint 3, 294 lb uplift at joint 2 and 5lb uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.23939 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING-Ve''NlydesfgnpNamfNsaAdREADNOTES ON TNSANDWCLUDEDM/TEKREFERANDEPAGEMX74Mrev. I0Ag1RDI5 BEFORE USE. Design Vold for use oNy Win IvI fekaconnectols. Wr design h bere l only upon parameters shown, and Is for an hdivldual building component, not a Imss system. Before use, the WIdIng designer must verify the applicability of design parameters and progeny Incorporate Ihh design Into the overall buldingdesim. WwhglndbaledistopreventWckliWoflraalvlduallmmweband/oret rdmemb moNy. Addltlormllemporaryandpermanentbradng MiTek' Is always reculred forslabOlty and to prevent collapse with gamble personal hlury and property carnage. For general guidance regartllrg the fab clbn, storage, delivery, erection and bracing of trusses and truss systems. s ANSSJPIJ Oua@y Cdledo, DS"9 and SCSI Building Component 69N Parke Encl Blvd. Satefy OUmmalbrnvdlabie from Ines Nate Ir aliute. 218 N. Lee street. suite 31Z slexoncift VA22314. Tampa, FL 33610 Job ruse I ruse I ype cry NOEL T1526840a 75500 Jc Jack -Open 2 1PIy 1 Job Reference (notional) Chambers Truss. Inc., Fort Pierce, FL trvn: u.iuu c act zo zul r rnnr. aa:w saui zu zvto m„— fild—Nor. mc. rn Oct = 14:11:3 ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq-AEPbmS73cOW7an?61rbhyvPB1 CkzgTNsvPSNuyWSSh Scale: 3/4'=1' LOADING (pat) SPACING- 2-0-0 CSI. DIET in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.44 Vert(LL) -0.01 4-7 >999 360 MT20 244l190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n!a We BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.04 4-7 >999 240 Weight: 17 to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=128/Mechanical,2=343/0-8.0 (min. 0-1-8).4=50/Mechanical M&x Harz 2=247(LC 12) Max Uplift 3=-135(LC 12), 2=-329(LC 12). 4=A(LC 9) Max Gray 3=168(LC 17), 2=377(LC 17). 4=79(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psp BCDL=3.Opsf; h=191t; B=91 ft; L=115f ; eave=1 aft; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcur ent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 3, 329lb uplift at joint 2 and 4lb uplift at joint 4. i LOAD CASE(S) Standard Walter P. Finn PE No.22639 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING - Vailfy design paramararaanCREAD NOTES ON TNIS AND INCLUDED MREKR£FERANCE PAGE MF7473me fo=so1SBEF0RE USE Design valld for use My wnh smoke connectors. This design is based My upon parameters shown. and Is for an Ndlvltluai building component hot a bass system. Before use. the ueadrg designer must verify the appllcablllty of design parameters and poperly Incorporate Ihh design Into the overdl WIclig design. Bracing ln1cated is to prevent buckling of lndW=l truss web and/or cfwrd membersody. Addsond temporary and permanent bracing MiTek' k always requlred for stablllly and to prevent collapse with possible personal Injury Mai properly damage. For general guidance regarding the fabrkalbn storage, delivery, erection and bearing of losses and Irus siruema LwANSW11 QUOLfy CrIfini DS949 GAM 9CM Building Com➢animt 6904 Peke East BNd. Soretymrormolbmvailade from truss Mate Inslitute. 218 N. Lee S mo. Suite 312 Alexandra. VA n314. Tanga, FL 3361e Job rus5 I fuss I ype My NOEL T152fi6409 755M JCC JUty Jack Open 6 1 Job Reference optional) Chambers Truss, Ine., Fo 1 Pierce, FL Scale=1:22.9 i LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TPI2014 CS'. TO 0.64 BC 0.68 WB 0.00 Marrix-MR DEFL. in Ven(LL) -0.07 Vert(CT) -0.18 Horz(CT) -0.11 Wind(LL) 0.22 (roc) Melt Ud 7 >999 360 7 >450 240 6 n/a n/a 7 >353 240 PLATES GRIP MT20 244/190 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 as puffins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. 4-7: 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=166/Mechanical, 6=122/Mechanical, 2=471/0-8-0 (min. 0-1-8) Max Horz 2=364(LC 12) Max Uplift 5=-161(LC 12), 6= 67(LC 12). 2= 379(LC 12) Max: Grav 5=214(LC 17). 6=147(LC 17), 2d16(LC 17) FORCES. Qb) - Max. ComplMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-271/52, 3-4=-3861286 BOTCHORD 4-7=-8001740 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=19N; B=9111; L=115fC eave=13N; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2)-1-6-13 to 6-0-7. Interior(1) 6-0-7 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to buss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Wthstanding 161 Ib uplift at joint 5, 67lb uplift at joint 6 and 379 In uplift at joint 2. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 WARNING- Vedfydesrgaparameferaand NEADNOTESON FNISANONCLUDEDMf KREF£NANCEPAGEMI474mm.. faN]INISEEForeEUSE Design valid for use onlywuh MITek9 connectors TNadasign b teased only upon parameters shown. and b for an Individual loading conimnant, naf a tnrss syslem. Before use, the building designer must veaty the appllcoblllty of tleslgn parameters and gOperly Incorrwfate MiS design Into the overall bulltling design Wactng inrlcated is to prevent buckling of nefMduai Was web and/or chord members only. Addltlorwltemporowmdermanenlbracing MOW Is always required for stabllllyand to prevent collapse with possktle personal lnlury and property damage. Fa general guidance segortling the fabricatlan,storage, delheyr, erection antl tracing or lrmasufantl tors systems. weANSM11 Caa®y CIQed, DS"9 and Scsioulding Component 6904 Parke East Blvd. Sably6V4lmfaNMPVallade from Truss Plate Institute, 218 N. Lee Street, Site 312 Alexanct VA 22314. Tarme, FL 3361 D Job russ Truss I ype Qty Fly NOEL T152694f0 7550D JD Jack-0pen 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-NK*Zm, Scale =1:8.4 Plate Offsets (X Y)-- f2.0-0-4 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.00 7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.00 7 >999 240 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-2-5 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-9/Mechanical, 2=258/0-8-0 (min. 0-1-8),4=-24/Mechanical Max Horz 2=132(LC 12) Max Uplift 3=-9(LC 1), 2= 371(LC 12), 4=-25(LC 17) Max Grav 3=45(LC 12). 2=282(LC 17), 4=69(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=19ft; B=91ft; L=115f ; eave=l3R; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument vnth any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9lb uplift at joint 3, 371 It, uplift at joint 2 and 25 Its uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22838 M7ok USA, Inc. FL Cad 8634 691I4 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING-Venytlesgn paameresandREADNOTESONTHIS MDINCLUDED MNEKREFERANGEPAGENl74T3rev.1DU34V15BEFOREUSE Deslgn valid for Use only with MITek9 connectors. nas design Is based oNy upon parameters shown. and Is for an IndMdual WlldIW component, not a truss system. Before use. Ile Wllding designer must verify the oppllcalority of design parameters and propady Incorporate this design Into the overall bulldog design.&acIng lndlcated is to prevent Wckling of lndivi tens web and/or chord members only. AddlllonN temporary and mraranenl bsocig MiTek' Is sways required for slatNllly and to prevent collapse wnn possble personal lnlury and property damage. ror general guidance regarol g the fabrlcalbrt storage, delNery, erection and bracing of 0uses and muss systems, weANSWJI CDaOy Crllorb, DSRdP and SM EDldbrO Component 6904 Parke Eon Blvd. SaNfy Dl/ortnp/bmvallabte from Truss More Institute. 218 N. Lee Street. sale 312, Alexandria. VA 22314. Tenors. FL 33610 Job rU65 NSS ype ry 15266411 75500 JE Jack -Open 1 =J9b Chambers Truss, Int., Fort Plerw, FL Run: 6.130s Out 262011 Flux: 9.1eu Seel 202Dm MTek Industries, Inc. Fd Oct 514:11:332018 Pagel ID:AhPI?e7BXJ8HSrGr2uyWF2yX6uq-bp4kPTgnLuiRFkhKzgOZYl bCbo5tg7lbNgJ6DyWSSe -1-6-0 4-0-0 7-6-0 1 4-0-0 3x4 = Scale =1:15.7 4 0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 HOrz(GT) -0.00 3 rda nta BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.03 4-7 >999 240 Weight: 15 Re FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=109/Mechanical, 2=309/0-8-0 (min. 0-1-8),4=46/Mechanical Max Horz 2=242(LC 12) Max Uplift 3= 120(LC 12), 2= 295(LC 12), 4=-6(LC 9) Max Grav 3=145(LC 17), 2=339(LC 17), 4=72(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; 9CDL=3.0psh h=19ft; 8=911t; L=115ft; eave=131t; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 [all by 2-0-0 vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1201b uplift at joint 3, 295lb uplift at joint 2 and 6 Ib uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING- Vedlydesignpalametersend READNOTES ON TNS AND INCLUDED MDEKREF£RANCE PAGE MID7473reV. 101[004015 BEFORE USE. Design valid tot use onlywith Muds connectors. INS design IS based only uteen parameters shown, and Is lot an Ind vidual Wilding component. not a truss system. Before use, the building designer must verify the appllcabeity of design pararneters and properly Incorporate this design Into the overall bueding design ®'acing indicated is to prevent buckling of Individual Russ web and/or chord membersonly. AddlllonaltemporoNmdpetmanentbradng Welk' balwaysrecrAted for stcleltyantl toprevenicollapsewlthposlble persons!h4 ced!propeM damage. For Oenerd eudance te0atllrg me tabb bn storc e, delNeW. erection and brackg of Busses and Imss systems, weANsWil QuvXy CXOAZ DS"pandB=BVgd"Compxrnanf 6904 Parke East Blvd. SaNlylnroanalbtwdlade from Ines Nate hsstltute. 218 N. Lee Street. Sulte 312. nexand4o. VA 22314. Tampa, FL 33610 Job Was runs ype ty y NOEL T1526a412 755DD JF Jack -Open 2 1 _ Job Reference (optional) Chambers Truss, Inc., Fog Pierce, FL nua: 6.130 s Ocf 26201T Prini: 8.1305 Ju120201e NJTek Intlustrias, Inc. FD Oct 514:11:34 201a Pagel ID:AhP17e7BXJ8HSrGT2uyWF2yX6uq.3Oe6cpAZge1Z2OJuuggd6lagk7AScHMSgl OsefyWSSd -1-6-7 e-/-11 1 1-6-7 — 1 3-7-12 Seale =1:14.6 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (roc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0,01 4-7 >999 240 BCLL 0.0 ' Rep Stress fncr YES WB 0.00 Horz(CT) -0.00 3 tea n/a BCDL 10.0 Code FBC2017fTP12014. Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 141b Fr=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=98/1.1echanical, 2=298/0.8-0 (min. 0-1-8),4=38/Mechanical Max Ho z 2=225(LC 12) Max Uplift 3=-103(LC 12). 2= 299(LC 12), 4---3(LC 9) Max Grav 3=131(LC 17), 2=328(LC 17), 4=62(LC 3) FORCES. (lb) - Max. CompJlvl . Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL.1.2pst BCDL=3.Opsf; h=19ft; B=91ft; L=115f ; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; LumberlDOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031b uplift at joint 3, 299lb uplift at joint 2 and 3 lb uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING - Verity Oeslgnparnmetera and READNOTE50N THIS AND INCLUDED NREKREFE11A110EPAGENl4747am✓ 1000;1!20156E011EUSE }�*� Design valid for use only with Wfald)connectors. mils dedgn is based only upon parameters shown and is for an aWivldual burden component not a Truss system. Before use. Ina building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i.��■ bulltlingdeagn.&achUIndicated Istoprevent oucklingofindMdualaussweb and/or chord members only. Addlllonalfemporaryandpermonentbradng MiTek' Is always required for stablllfy and to prevent collgcse with possible personal injury and property damage. For general guidance regarding the fornication, storage, delivery, erection and bracing of busses and lens systems, seeANIDWI1 CualBy Crderb, DSB-09 and 6CS1 Reading CompMenf 6904 Parke East Bald. Safety a nomad anavaaabie Rom Truss Plate Instllute, 218 N. Lee street, WIte 312. Alexandria. VA 2231A. Tanaa, FL 33610 Job MUSS r115S I yp0 Cry Ply NOEL T1526B413 75500 JG Jack -Open 2 1 Job Reference (optional) Chas am Truss, Inc., Fan Pierce, FL "on:tl.1LVs Vtzbzultrar1o,ve Jul zvzuio M11 BM1 100051rItlY, nF. "1 du ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-XCCUggBBRy9PgYu4RO9sfz6?UPWxLkcb3h9OAByWSSc -1-6-7 24-5 r 1-6.7 2-4-5 scale=1:11.6 LOADING (psf) TCLL 20.0 TCDL 15.0 RCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code F1 CSI. TC 0.39 BC 0.21 WB 0.00 Matrix -MP DEFL. in Veit(LL) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 Wind(LL) -0.00 (loc) Well Ud 7 >999 360 7 >999 240 2 rVa Na 7 >999 240 PLATES GRIP MT20 244/190 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc puffins. ROT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=50/10echanical, 2=254/0-8-2 (min. 0-1 -8), 4=1 5/Mechanical Max Harz 2=177(LC 12) Max Uplift 3=-43(LC 9). 2=-297(LC 12) Max Grav 3=68(LC 17). 2=279(LC 17), 4=34(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; 8=91N; L=115ft; eave=13f1; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431b uplift at joint 3 and 297 lb uplift at joint 2. 1 LOAD CASE(S) Standard Walter P. Finn PE No.22636 MITek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33010 Date: October 5,2018 A WARNING -Vadlydadgnparamemra antl READNOTES ON MS AND INCLUDED MREKREFENANCEPAGENII.7473ray.14 015BEFOREUSE veld for use any with MITek® connectors. fins design Is based arty upon geometers drown, and Is for an Individual bu9dirg component rot Nil' a trust system. Before use, the building designer must verify the appllcadilly, slgn of deparameters and properly Incorporate this design Into the overall bulicingdedgn.NocingIndicatedIstoWeventbucklingofIndividualtrusswebandlorchardmembersonly. AddltloncllemWmWandpermcnenibraclW MiTek' b aware readied for stoically and to prevent collapse with possible ,erwnal Nlury and property damage. For general guidance regardil five fabrication storage. delNerv, erection and bradrq of musses and truss systems, seeANgyryll OuaOy Crilefb, DS849antl SCSI CuIdhg Component 6904 Parke East BNd. Safely WonnalbNvdlable from True Plate Institute. 216 N. Lee Strael. sidle 312, Plexanclita, VA 22314. TaWa, FL 33610 0Truss I was I ype city piy NOEL T15266414 ]6600 JL Jack -Open 4 1 Job Reference (optional) chambers TMSS, IM.. Furl MOMS. FL nun: a.,eo s wa ao ae.' r m,: o. roe a eu, eo ema m, e. „W.. , ....... i4.1,.w.... . ID:AhP17e7BXJ8HSrG2uyW F2yX6uq-7Oms1VCpCGHGIiTG7515BAt6Rot84s$IHLWjYYW SSb -1-60 1-2-14 1-2-14 sag. 1:8.8 old LOADING lips f) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.00 7 >999 360 MT20 244A90 TCDL 15.0 Lumber DOL 1.25 RC 0.14 Ven(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress [nor YES We O.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017yTP]2014 Matrix -MP Wind(LL) -O.o0 7 >999 240 Weight: 7lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3--2/Mechanical, 2=235/0-8-0 (min. 0-1-8), 4=-1Mechanical Max Horz 2=139(LC 12) Max Uplift 3=-14(LC 9), 2=-306(LC 12), 4= 17(LC 1) Max Grav 3=18(LC 8), 2=253(LC 17), 4=48(LC 12) FORCES. (lb) - Max. Comic Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsp h=19Q; B=91 it; L=115ft; eave=13B; Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ito uplift at joint 3,306 lb uplift at joint 2 and 17lb uplift at joint 4. LOAD CASE(S) Standard WalterP, Finn PE No.22819 MITek USA, Inc. FL Cad 6634 $904 Parke East Blvd. Tampa FL 33610 Date' October 5,2018 A WARNING -Vedrydeslgnpammetersend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMO-74TJrev. 10/OMUOISREFORE USE. Design valid for use My Win Mifek9 connectom ants design R based only upon parameters shown, and (star on Individual Watling componant, not a 1. system, Before use. IM Wading designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Wading dedgn.aracmg Indicated is to prevent boosting of Individual trussweb and/or chord members only. Addlllonaltemporayandpermanentbracing MiTek' Is always required for stabBny, and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabrication, storage,delivery, erection and bracing of trusses antl turns systems seeANSU1PN Quality CM&M, DS94F nd AM IWLDTg Component 6904 Parke East BNtl. Smelly lntommf avrivallobie from Tres Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 2231 A. Tmrya, FL 3W10 oTruss I fuss I ype y NOEL T15266915 ]560D JM Jack -Open ] i Job Reference Loptionall chambers Truss, Inc., Fort Pierce, FL D7Fi*Ale/ 8 Page 1 _yw6Sa 3x4 LOADING (psf) SPACING- CS'. DEFL. in (too) VdeN Ud TOLL 20.0 Plale Gdp DOL %0 1.25 TO 0.28 Vert(LL) -0.02 7-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.04 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(CT) -0.02 5 n!a nla BCDL 10.0 Code FBC2017lTP12014 Maltix-MP Wind(LL) 0.03 7-10 >999 240 LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=39lMechanical, 2=43410-89 (min. 0-1-8), 5=260/Mechanical Max Horz 2=357(LC 12) Max Uplift 4=-49(LC 12), 2= 331(LC 12), 5= 222(LC 12) Max Grav 4=49(LC 17), 2=475(LC 17), 5=333(LC 17) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7017259 BOT CHORD 2-7= 10451755, 6-7= 9321658 WEBS 3.7=-3831349, 3-6=-76311081 Scale=1:23.0 PLATES GRIP MT20 244/190 Weight: 29lb FT=201 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--1.2psh, BCDL=3.Opsf; h=19ft; 8=911t; L=1151t; eave=13ft; Cat. II; Exp D; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 6-114 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6,0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 49lb uplift at joint 4,331 lb uplift at joint 2 and 222lb uplift at joint 5. LOAD CASE(S) Standard Wafter P. Finn PE No.22638 611TekUSA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING-Vedlydeslgnpammetervend READ NOTES ON THIS AND WCLUDEDUREKREFERANCEPAGEMd-74".m.. fa/US/10ISSEFOREUSE Design valld for use only Wlh Miler conneclors. This design Is based only upon parameters shown, and Is for On Indilldual Wedkg component- rot a truss system. Before use, the bulldln0 designer must verify the applicability of design paameters and properly Incorporate Ihis design Into the overall Wedingtlaslgn. WmbglndlcatedisloWeventWcklln oflWivklwltmmwebaMlorcMrdmemb moNy. Addlllonoltemp mWmdpermanentbraclW MiTek' Is always required for stability and to prevent collapse wnh possble personal inlury and properly damage. For general guidance regardeg the fabrIcafion, storage, delivery, erection and bracing of imsses and tmss systems, seeMSM11 Quality Cd W, DS94P and HCSI WidtrLq Componon/ 6904 Parke End Bid. SaMlyClloDllalbl ovallable from Truss Rate Inslltute. 218 N. Lee Street, site 312, Alexandra VA 22314. Tanga, FL 33810 Job Truss ru55 iype y NOEL T15266416 T55t0 JN Jeck-Open 4 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, 0. nun: 643u a un 2e 20nr Prim: e.130 s out zo zme mu ea undermine; Inc, rn Oct a 14.11.38 m,d reed , ID:AhPi?e7BXJ8HSrGr2uyW F2yX6uq-xnudSBD4kIX)(Odf7WkZGbkSxcVUY5M2lfO4nOyWSSZ -1-6-0 3.8-7 16-0 38-7 - scale-1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.70 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.01 3 n/a rt/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 1516 FT=20% LUMBER- I TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=101/Mechanical, 2=297/0-" (min. 0-1-8),4=40/Mecharical Mar Horz 2=231(LC 12) Max Uplift 3=-116(LC 12), 2=-279(LC 12), 4=-7(LC 9) Max Grav 3=136(LC 17), 2=322(LC 17). 4=65(LC 3) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3.8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=19ft; B=91tt; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber-DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3,279 lb uplift at joint 2 and 7 It, uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22839 M]Tek USA, Inc. FL Cad $634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING-Vetlry tloslgn pasmerem antl READ NOTES ON THIS AND INCLUDED ANTEKREFERANCE PAGEM1IJ473me 100312015 BEFORE USE Design valid for use only with Mllek®connectors, this design Is baud only upon parameters shawn, and Is for an Individual bueding component not a truss; System. Before uss. the bUllding designer must vedfy the app9cabllllty of desgn parameters and properly Incorporate 1h6 design into the overall buldingciesign.&acing lndkafed Is to Wovent Duckling of lndlvidual buss wee crd/or chord members only. Addllonalfemporaryamdpermanentbrocing MiTek' N always readred for stabIlh/ and to prevent collapse with possible perscrwl lnfury and property damage. For general GWtlance regarding the fabrication storage, delivery, erection and bracing of musses and truss systems cooANSUDell Qualify CIBaM, DSBdg and BCM BYSd4lp Comaon..t 6004 Parke East Blvd. Saraly011omnaf orawdlabie from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tempe, FL 33610 0 was rus5 ype y NOEL T15266417 75500 JO Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Fod Pierce, FL 3x5 G Style - 1:20.9 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.07 6 >999 360 MT20 2441190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.15 6-9 >502 240 BCLL 0.0 " Rep Stress Incr YES WB 0.05 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.23 6-9 >319 240 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6: 2x4 SP N0.3 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ftb size) 4=246/Mechanical, 2=398/0-8-0 (min. 0-1-8), 5=14/Mechanical Max Herz 2=325(LC 12) Max Uplift 4=-238(LC 12), 2_ 316(LC 12) Max Grav 4=318(LC 17), 2=435(LC 17), 5=29(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7- 0; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19ft; B=91ft; L=115ft; eave=13ft; Cat. II; Ex. D; dncl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has!been designed for alive load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(i) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/1PI 1 angle to grain lom ula. Building designer should verify rapacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint 4 and 316 lb uplift at joint 2. LOAD CASES) Standard Walter P. Finn PE No.22039 III USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 ®WARNING-Vetllydas19spa.f.. and READ NOTES ONINS AND WCLUDEOM/TEKREFERANCEPAGEMO-7473mv. IB/0.120158EFORE USE. Design vald far use only With MITeM cohneclors. TNs design is based only upon parameters shaven, and is for an individual wilding component. not 1■a a muss system. Before use, the building designer must verity the applicability of design parameters and properly Incomotate Ihh design Into the overall baldingdeslgn.Bracing Indicated is to prevent buckllag of Individual imssweb and/or chord members coy. Addltlonoltemporaryandpermanentbracing MOW Is always required far slablilty, and to prevent collapse with possible personal injury and properly damage. For general gudance regarding the storage, delivery, erection and bracing of trusses and muss systems seeANSIM11 Crml9y Cal VS849 send BC51 lactating Component 6904 Parke East Blvd.fabricallory Safefy Nbranatbmvallabie from lms pate lnsillute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Ten s.. FL 33610 Job russ was ype y NOEL T15268418 75500 r JR Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Forl Rance, FL Run: 8.130 a Od 26 201, Pdni: 6130 a Jut 202018 MiTek... u ' ies, Inc. Fri Oct 514:11:402018 Page 1 ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-ueONtsFKGUnimJml Extol MOgsr05gO?rKCztAsJyW SSX -1-6-0 5-2-6 i-6-0 5-2-6 Scale=1:16.6 3x4 = LOADING (pat) SPACING- 2-0-0 CSI, DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.41 Vert(LL) -0.03 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.07 4-7 >882 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.08 4-7 >777 240 Weight: 19lb FT=20% LUMBER - TOP CHORD 20 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (I1�/size) 3=153/Mechanioal, 2=357/0-8-0 (min. 0-1-8), 4=61/Mecharical Max Horz 2=288(LC 12). Max Uplift 3=-172(LC 12). 2= 311(LC 12), 4=-6(LC 9) Max Grav 3=203(LC 17), 2=393(LC 17), 4=93(LC 3) 1 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=19tt; B=911t; L=115ft; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber, DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172lb uplift at joint 3, 311 lb uplift at joint 2 and 6lb uplilt!at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 QWARNING-Verllydeslgnpaormefvvand READ NOTES ON MMANOWCLUDEOMREKREFERANCEPAGEMII.7474mv. 10AXV2015 BEFORE USE. Design valid for use orry wilb MnekO cohnecto5. Ih's de5gn is, board only Upon parameters shown, and Is for an IndivId Ual bustling component, not a truss system. Before use. the bullding designer must sadly the applicability of design parameters and property Incorporate Ihls design Into the overall RexfngIndicated IstobucklingoflncMdualtrass were and/or chord members only. AddlllonallempofarymdMrmanentbracing M)Tek* bulltlingdoslgn.prevent Is always regU.d for statAlly anal to prevent collapse with possible personal loury antl propedy, damage. For general Outtlonce regarding the fabrication, storage, delivery, erection and bracing of tosses and truss systems seeANSWPII Ouo//y Cktare, DSB49 and SCSI BuDdtrnp Component 6904 Parke East Blvd. Barelymlonnadoncvdlable from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa, FL 33510 Job rus5 I russ Type Cry y NOEL T15268418 75500 is Jack -Open 2 1 Job Reference (optional) Chambers Truss, Inc., Foil Rama, FL Run: 8.130 a W 262D17 Print: 8.130 s Ju120 2015 NA I ea Industries, Inc. Fri Oct 614:11 Al 2018 Page i ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq.MMZ14CGy1 ovZOTLEoeIGuEMzBpbaIS5URddkOlyW SSW a-I-4 60 214 LOADING (psf) SPACING- %0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Verl(LL) -0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 7 >999 180 RCLL 0.0 'I Rep Stress lncr YES WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER- ' TOP CHORD 2x4 SO No.3 BOT CHORD 2x4 SP No.3 I REACTIONS. (Ib/size) 3=40/1flechanical, 2=243/0-8-0 (min. 0-1-8), 4=10/Mechanical Max Horz 2=170(LC 12) Max Uplift 3=-36(LC 9), 2=-294(LC 12) Max Grav 3=56(LC 17), 2=267(LC 17), 4=30(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:11.0 PLATES GRIP MT20 244/190 Weight: 9lb FT=20°/ BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- I 1) Wind: ASIDE 7-10; Vult=t 70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 13=9111; L=1151t; eave=13ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exledor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber:DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This bass has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between (he bottom chord and any other members. 4) Refer to girders) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361b uplift at joint 3 and 294 Ito uplift at joint 2. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 6)ctnher 52018 I ®WARNING BEAD NOTES MREKBEFERANDE PAGEsforanJ OREUSE only Wo dslOnly �,.*� in iradasantl dividdd sign Is baseAND d OegessystValid tot Use OMywllh Mlieding,dsigner .lst design Upo paramerers comport for leadingegnto and toterly IM meters ndpcorgorad the veer tnl system. Batonuse.lnaateol rig designer muskl1woIlv3aeloni ass of design parametersarils only. Incromorllle p rary nInto the overall the cion1c illyof rmssweband/or chord Additional and peline ibracing &aaing indlcaledlslevent MiTek' enet collapse With possible y damas . Fo generalgui ance re k always n. stor ge, elivelry and io n, and raerngtse tau ps andf Pelso al lr4ury and torn, segANSUroperty damage. For SO-8 al guidance regarding xl tare is alwagdequir and bracing of Lussesantl Imes syslems s, DSO-09 and BCBI BUBtlNg Component falsfyilon.saRac, 6904 Parke East Blvd. allablrgrom Truss Roxandra VAQuafify 2231QAadn, Snrety2nbtmalbmvallable from truss Plate Institute, 218 N. Lee Sheet, Suite 312 PlexandAa, VA 22314, Tampa, FL 33610 Job i rUe6 rues yp0 cry y NOEL T15266420, 7550D Jf Jack -Open 2 i Job Reference (oDtionall Chambers Truss, Ile., Fon Plate., FL 6un.6.130 s Dp 26 2ot7 Pnnt. 0.130 s J0I202016 MITek Intlusmes, Inc. Ftl Oct 5 19.11.42 2016 Paga 1 ID:AhPI?e7BXJSHSrGr2uyW F2yX6uq-qY771YGao61O0tlwOMMpVRRvCODkoUrZtlgHMHwCyW SSV -1-8.15 5-3.8 1-p-a 1 -8.15 5-3-8 25-2 Scale=1:21.9 4x4 = 6x8 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.44 Vert(L-) -0.12 6-9 >785 360 MT20 244/100 TOOL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.26 6-9 >353 240 BCLL 0.0 " Rep Stress incr YES WB 0.31 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FB02017lrP12014 Matrix -MP Wind(LL) 0.14 6-9 >675 240 Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puFigs. BOT CHORD Rigid ceiling directly applied or 2-2-0 go bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss election, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=26/Mechanical, 2--186/0-8-0 (min. 0-1-8), 5=303/Mechanical Max Horz 2=342(LC 12) Max Uplift 4=-55(LC 12), 2= 406(LC 12), 5= 211(LC 12) Max Grav 4=35(LC 17), 2=532(LC 17), 5=367(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=-304/314 BOT CHORD 2-6=-726/340 WEBS 3-6=-48211030 i NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=19Q; B=91fq L=115ft1 eave=13fp Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions Shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss haslbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(') ter Imes to truss connections. 5) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 55lb uplift at joint 4, 4061b uplift at joint 2 and 211 Ib uplift, at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MITek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Data: October 5,2018 A WARNING- yedlydealgnpammefersand READ NOTES ON THIS ANDINGLUDEDMREKREFERANCEPAGEMP74T3rev. 10B312715 BEFORE USE. Design valid for use oNy with Milencontseciots. This design Is based only upon parameters ahoWh, and is for do heMdud WNtllrg comlaonent, not a truss system. Before use, the bulidlng designer must veety the appllcab0ity of design parameters and properly Incorporate thh design Info the overall bulldirg design. 6radng Indicated is to prevent buckling of individual tans web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' h always requhed for stabllky and to prevent collapse with Wsdbie persawl lnlury and popery damage. For general guidance regarding the fabrication, storage, delivery erection and Lxaclng of busses and truss systems, WOANSSWIJ Quality Crdedo, DSS4r9 and SCSI SUSdery Component 6904 Parke East Blvd. Safety Nfpnnulbnovel from Tans Rate hattute, 218 N. Lee Sheet, Suite 312. Nexandnla. VA 22314. Tempe, FL 33610 Job rUSS Truss I ype ty y NOEL T15269421 75500 JV Jack -Open 2 1 Job Reference (optional) Chambers Truss. too., Fon Plamce, FL nun: anaVs Vcr zezmr nmr:o.nwnaw zu cu is �w meaiieus,i,w,,,,s. - ,.»., a=, ID:AhP17e7BXJBHSrGr2uyW F2yX6uq-lkhW VuHCYP9HdnVcv3KkzlSlgdFNDMbnuw6rSeyWSSU -1 o 2-11-11 r 1-6-0 2-11-11 Scale=1:13.1 LOADING (psQ SPACING- 2-00 CS'_ DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.70 Vea(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES Witt 0.00 Horz(CT) .0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 121b FT=20% LUMBER- I TOP CHORD 2x4 SP No.3 DOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=73/Mechanical, 2=270/0-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz 2=203(LC 12) Max Uplift 3=-74(LC 12), 2= 288(LC 12), 4=-2(LC 9) Max Grav 3=98(LC 17), 2=296(LC 17), 4S0(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during Imss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=19f1; B=911t; L=115f ; eave=13N; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Eldedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74111 uplift at joint 3, 288lb uplift at joint 2 and 2 to uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,201 S ®WARNING-Vedry design pammatera antl READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 mv. fa9312015 BEFORE USE Design Wild for use only Wlh MITOW connectors. this design Is based achy upon parameters shown. and Ls for an Individual Wading component. trot a truss system. Before use. the buliding designer must Wily the appllcabillty of design parameters and properly Incorporate Ihis uncap Into the overall Wedingdeslgn.@acingIndicated istoprevent buckling oflndMdualtrussweband/or chord members only. Addillwwltemporaryandpermanentbracing MiTek' Is always required for stability and to prevent collapse with possible personal Inlury and properly damage. For general guldance regard w she fabikallon. storage. delivery, erection and bracing of trusses and less systems, saeANSUIPI1 Quo' yC1Bomb, DS049 and BCSI Building Component 6904 Parke East BW. Sarerylnfnanalbnavaroble from Truss Plate Institute. 218 N. Lee Street. Sure 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss I rugs I ype ty y NOEL T1526e422 76500 1 KJS Diagonal Hip Girder 2 i Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL Scale=1:17.7 LOADING (psl) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.48 BC 0.41 W B 0.00 Matrix -MP DEFL. in Ven(LL) 0.24 Ved(CT) -0.28 Hoa(CT) 0.01 (loc) Udell Ud 4-7 >345 240 4-7 >293 180 2 Na Na PLATES GRIP MT20 244/190 Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation curdle. REACTIONS. (lb/size) 3=185/Mechanica1,2=360/0-10-15 (min. 0-1-8),4=71/Mechanical Max Hou 2=278(LC24) Max Uplift 3=-222(LC 8), 2=-546(LC 8), 4= 97(LC 5) Max Grav 3=231(LC 28). 2=470(LC 28), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=3.Opsf; h=19R; B=91ft; L=115ft; save=13ft;, Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss haslbeen designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222lb uplift at joint 3, 546lb uplift at joint 2 and 97 to uplift at joint 4. 6) 'NAILED' indicates 3-1 Od (0.148°x3°) or2-12d (0.148x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the thus 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 (plq Vert: 1-3=-70, 4-5— 20 Concentrated Loads (lb) Veal: 8=92(F=46, 8=46) 10=75(F=37, 13=37) 11=-6(F=-3, B= 3) Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: nr.tnhwr 5 9n1 R ® WARNING - Wed rydesign panmefooranaREAD NOMSONMIS AND INCLUDED MNEKNEFENANCEPAGEMM-7473rev.lON3R015BEFOREUSE Design vdld for Use only Win MITeM) cohnoo ass, this design Is based only upon parameters shown, and Is for at hdivlduai bulding component, not a truss system. Before use. the building designer must verify fhe appllcaMity, of design parameters and aoperly hcoirsame this design Into the overall bukdIngdedgn, among Indicated Is to prevent Mol ingofIndividualtrusswebantl/or chord members only. Addiflorwltemporatyatdpennanentlxacing MOW M)'TOW 6 always required, for stability and to prevent collapse with possible personal hlury and Property, cancer, For general guidance regarding the fabrkatbn, storage, delivery, erection and bracing of Inssses and truss systems. seeAMSIyDrIl OUOIBy Cored , DS949 and SCSI Buldbrg Component 6904 Parke East BNd. Sabblo ty lnlonnalvdlable from Truss Plate InsIlMe, 218 N. Lee Street. Sulte 312, Alexandea VA 22414. Tempe, FL 33610 Job toss Truss Type cry ply NOEL T15268423 7550D MIT Diagonal Hip Girder 2 i Job Reference (optional) chambers Truss, Inc., Four Pierce, FL NAILCU NAILtU rvNILCU scale =1:22.8 Io . LOADING (pall TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp OOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.32 BC 0.36 WB 0.33 Matrx-MS DEFL. in Ved(LL) -0.11 Ved(CT) -0.12 Horz(CT) -0.01 (loc) Vdefl Ud 7-10 >999 240 7-10 >997 180 5 nta nfa PLATES GRIP MT20 2441190 Weight: 421b 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 7-1-14 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during Muss erection, in accordance with Stabilizer Installation guide. REACTIONS. (I e/size) 4=127/Mechanical, 2=512/0-10-15 (min. 0-1-8), 5=386/Mechanical Max Harz 2=354(LC 8) Max Uplift 4= 156(LC 8), 2-755(LC 8), 5— 560(LC 8) Max Grav 4=140(LC 28), 2=634(LC 28), 5=437(LC 28) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11— 9991863, 11-12=-897/874, 3-12=-777/867 BOT CHORD 2-14=-9627744, 14-15-962r744, 7-15=-9627744, 7-16=-962r744, 6-16=-962/744 WEBS 3-7-37W72, 3-6=-85911111 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psp BCDL--3.Opsf; h=19f ; B--91f ; L=11511; eave=13ft1 Cat. II; Exile D; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156lb uplift at joint 4, 755lb uplift at joint 2 and 560 He uplift at joint S. 6) 'NAILED' indicates 3-1 Get (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 5-8-20 Concentrated Loads (lb) Vert: 11=92(F=46, B=46) 13-87(F=44, 8=44)14=75(F=37, 8=37) 15= 6(F= 3, B=-3)16= 68(F— 34, B— 34) Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 5,2018 A WARNING. Vedlydesien weametemand READ NOTES ON MIS AND INCLUDED MREKREF£RANCEPAGEMM17473mv. 18A9R01SBEFORE USE. �■�' Dedgnvalld lot use oNyWh MilekDcwnnectors.%sdeslgn hbasedonlyupon parameters shown. and k foram kdlvtdual Wadlwaoml�ent.rwt a truss system. Before use, the building derrguer must verily the appllcablllN of design parameters and properly Incorporate Ihk design Into the overall a•�r bulldingdeslgn.Aractrrg lnrllcoled is to prevent buckling ollMivldual trussweb and/or chord members ody. Addltlorwltemporaryandpermanentbrocing MiTek' h always recrured for stablllly and to prevent collapse wdh possible pers l Injury, antl propedy damage. For general Duldance nroardW fuse fabrication, storage. delivery, erection and bracing of trusses and hum systems.seBANSIPN Quality CrdeM,DSB-09 and BCSIBUSd6lg Component 6904 Parke East Blvd. SaPotymlolmalbmvrilade from Truss Bate Institute. 218 N. lee Street. Sulfa 312. Nexardhta. VA 22314. Tampa, FL 33610 oTruss Truss I ype City MY NOEL T15268424 ]5500 MA Diagonal Hip Girder 2 1 Job Reference o tional Chambers Truss, Inc.. Fort Parke, FL LOADING (psf) SPACING- 2-0.0 CS'. TOLL 20.0 Plate Grip OOL 7.25 TO 0,29 TCDL 15.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3-2/Mechanical. 2=271/0-10-15 (min. 0-1-8). 4=37/Mechanical Max Horz 2=158(LC24) Max Uplift 3= 57(LC 17), 2=-029(LC 8), 4_ 75(LC 17) Max Grant 3=123(LC 24), 2=330(LC 28). 4=161(1-C 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Sole-1:10.2 DEFL. in (too) Vdefl L/d PLATES GRIP Ven(LL) -0.02 4-7 >999 240 NIT20 2441190 Vert(CT) 0.01 4-7 >999 240 Horz(CT) 0.00 2 Wit n/a Weight: 111b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied a 2-7-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7,10; Vult=170mph (3-second gust) Vmd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=19ft; 13=910; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSURPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent 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 vide will Bl between the bottom chord and any other members. 6) Refer o girder(s) for buss to muss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57lb uplift at joint 3,429 lb uplift at joint 2 and 751b uplift at joint 4. 8)'NAILED* indicates 3-10d (0.14Wx3') or 2-12d (0.148°x3.25°) toe -nails per NOS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: lG= 70, 4-5=-20 Concentrated Loads (lb) Vert: 8=60(F=40, B=40) 9=67(F=34, 8=34) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6984 Parka East Blvd. Tampa FL 33610 Data: October 5,201 f3 Q WARNING.V.Wdes/gnparamel...dREADNOTE50NTN/SANDINCLUDEOMNEKREFERANCEPAGEMlh74]Jrev. lat9Jrz015BEFOREUSE valid for use only with Mtrsk� connectors. Unit design Is based aNy upon parameters shown, andis form IndMdual bu6d ea component, nel IMF a truss system. Be use, the bulitling designer must verify me opplicoloally of desgn paromelea and propedy Incorporate this design Into the overall , infore building design.,Brachdlcated Is to prevent buckling of lndMdual tans web and/or chord members only. Addltlonal temporary and permanent forming Is always required for stability and to prevent collapse with possible personal lnlury and propedy damage. For general guidance regarding the MiTek' fabrication.storage,delivery, erection and bracing of trusses and butt systems. seeANWil Oua/ly gderlq DSO-69 and BCS1 Building Component 6904 Parke East El SaMly/rfoanaBpmvdlable from Tim Plate Institute. 218 N. tea Street, Suite 312 Mexandra. VA 22314. Tampa, FL 33610 0 rU6a FussType y NDEL T15268425 75500 KJB Diagonal Hip Glider 2 i Job Reference o tianal Chmrbom Truss, Inc.. Fort Plmea, FL nun: eaae a , 5 1. ,.ga . ID:AhPI?e7BXJBHSrGr2uyWF2yX6uq-b5c9zHNbvZ2HnXyglyN17Eb3SeaMWKpVWIiCkyWSSN -1-8-12 2-11-14i 5-8-0 2-11-14 2-" 3x4 = LOADING (PSO SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.26 TC 0.30 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=143/Mechanical, 2=281/0-8-11 (min. 0-1-8), 4=59/Mechanical Max Horz 2=280(LC 8) Max Uplift 3=-181(LC 8), 2=-379(LC 8), 4— 24(LC 5) Max Grav 3=186(LC 28), 2=290(LC 28), 4=89(LC 3) FORCES. pb) - Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. Scale=1:17.9 DEFL. in (too) Vdefl Lrd PLATES GRIP Vert(LL) -0.08 4-7 >804 240 MT20 2441190 Vert(CT) -0A0 4-7 >684 180 Horz(CT) 0.00 2 n/a rVa Weight: 21 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-;10; VuIt=170mph (3-second gust) Vasd=132mph; TCDU1.2psf; BCDL=3.Opst h=1911; B=91ft; 1_=115ft; eave=l3ft; Cat. II; Exp D; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 elide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of Truss to bearing plate capable of withstanding 181 lb uplift at joint 3, 379 Ib uplift at joint 2 and 24 lb uplift at joint 4. 6)'NAILED' indicates 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the Truss are noted as Iron (17 or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-70, 4-5= 20 Concentrated Loads (lb) Vert: 8=104(B) 9=1(F) 10=56(B) l l=-13(F) Wafter P. Finn PE No.22639 MTak USA, Inc. FL Cart 6934 6904 Parka End Blvd. Tampa FL 33910 Data: October 5,2018 A WARNING - VenlydestgnpammMers and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIF7473m.. ID09rzeISSEFOREUSE. Design Valid for rise oNyWh Mifekmconnectom This design is based only upon parameters shown, and is for an individual Wading component. not r` a truss system. More use, the building designer must vedfy the applicabalty of design parameters and poperly Incorporate th6 design Into the overall butcingdeslgnBrachglndbatedlsiopeventbuckling ofhdlvidualfrusswebonbrorchord membersonly. Adt101omltemporaWmdWimanentbracing MtTeW Is always required for stablllN and to prevent collapse with possible persorwt InPy and property, damage, rot general guidance regarding the fobrlcatlon storage, delivery, erection and bracing of trusses and Muss systems seeANSVM11 Caa/By C@eRv, DS"9 and BCS16uIdhp Component 6904 Parke East Blvd. Safety/nfenna/fomvallable Mom muss; Nate Institute. 218 N. Lee Street, SuOe 312. Alexandria. VA 22314. Tampa, FL 33610 Job rues fus6 I ype y NOEL T15269426 75500 Mc Diagonal Hip Girder 2 1 Jab Reference (optional) Chambers, Tross, I... Fort Pierce, FL Run:8.130s W262017 Pm1:B.laos Jul 2021M814TGRIMUStfles.Inc. Fn Oct 514:11:512D1B Paget ID:AhPI?e7BXJ8HSrGT2uyWF2yX6uq-3HAXBDNEgtA8bO69NITcILnnKr0y52aykA2GIAyWSSM LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 15.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 ' Rep Stress [nor NO WE 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2k4 SP M 30 REACTIONS. (Ih/size) 3=44/Mechanical, 2=241/0-8-11 (min. 0.1-8), 4=31Mechaniral Max Horz 2=193(LC 8) Max Uplift 3=-69(LC 8), 2=-341(LC 8), 4= 20(LC 17) Mu Grav 3=63(LC 22). 2=262(LC 28), 4--81(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:12A DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.02 4-7 >999 240 MT20 244/190 Vert(CT) 0.01 4-7 >999 240 Horz(CT) 0.00 2 n/a n1a Weight: 13lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 no purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance Wth Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft1 B=91f ; L=115ft; eave=13f ; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Wth any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Its uplift at joint 3, 341 lb uplift at joint 2 and 20 lb uplift at joint 4. 6) 'NAILED' indicates 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase_1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 4-5=-20 Concentrated Loads Qb) Vert: 8 74(F) 9=36(F) Walter P. Finn PE No.22839 NTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ,&WARNING - Vedydesrgnpmametersand READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MIF7473mv. 10,1134015 BEFORE USE Deelgn volld for rise onlywith MITek® connectors. TNsd"M k based orry upon parametersohovm, and Is form Individual bueding component, not a truss system. Before use, the building tleslgner must ve4fy Me applicablllty, of design parameters and properly Incorporate Into design Into the overall 7 Wilding design.Braceg indloafed is to prevent bucklIg of lndMdual Imes web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' to always required for stability and to prevent collapse with possible personal lnlury and propene damage. For general guidance regarding the fabrication. storage. delivery, efecilon and bfacfng of trusses and truss systems-seeANsWil Oua/Oy Cdolb, DSB49 and BC81 Building Component 6904 Perko East Blvd. Saloty rnfoananora vollable from True, Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33510 KJC7 I Diagonal Hip Girder T15269427 3 I 3.4 = NAILED NAILED NAILED NAILED NAILED to Scale=1:26.3 a LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert( 0.49 3-7 >241 240 MT20 244/190 TCDL 15.0 Lumber COL 1 25 BC 0.59 Ven(CT) -0.46 3-7 >255 180 BCLL 0.0 ' Rep Stress ]nor NO We 0.00 Horz(CT) -0.22 6 n/a n/a BCDL 10.0 1 Code FBC20177TP12014 Matrix -MR Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2xd SP M 30'Except' BOT CHORD 3-8,4-7: 2x4 SP No.3, 3-7: 2x6 SP 240OF 2.0E WEBS 2x6 SP 240OF 2.0E REACTIONS. (Ibstsize) 5=269/Mechanical, 2=541/0-10-15 (min. 0-1-8), 6=224/Mechanical Max Herz 2=354(LC 8) Max Uplift 5=-274(LC 8), 2=-711(LC 8), 6=-209(LC 8) MAx Grav 5=334(LC 28), 2=692(LC 28), 6=278(LC 28) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-490/187, 3-15=-340/155, 3-16= 3061176 BOTCHORD 4-7=-441/535 Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES- 1) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t; B=91 ft; L=115ft; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabdcation'Tolerance at joint 3 = 0% 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 4) - This truss has!been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2741b uplift at joint 5, 711 lb uplift at joint 2 and 209 lb uplift at joint 6. 7) "NAILED" indicates 3-10d (0,146"0") or2-12d (0.148'x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 8-9=-20, 3-7=-20, 4-6=-20 Concentrated Loads (Ib) Vert: 8= 6(F-3, B=-3) 15=92(F=46, B=46) 16=-55(F=-27, B-27) 17=75(F=37, B=37)18=-103(F=-52, B=-52) Walter P. Finn PE N0.22839 KIM USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING - Vereydesignpammetero and READ NOTES ON THIS AND WCLUDED MITEKREFERANCEPAGEMM-7473rens, 10M5/?015 BEFORE USE Design valld for use only 011h MiTek®connectors. INsdesign k based only upon parameters shown. and Is for an Ivlduol burding compenent not a truss system, Before use, the building designer must vedfy the applicability of dosign parameters anal properly Incorporate this design Into the overall bulldle,dedgn.Woolen Indicated lstorsevent hackling ofindivicual lrums bandtor chord membersonly. Addllionaltemporaryandpermanentbracing MiTek' Is always located for stability and to prevent collapse with possible personal Injury o t property damage. For general gWdance regaearg the Perko East Blvd. 6904 Pee fabdcatlon. storage, delivery, erection artd bracing of busses and buss systems, weANSUMIF 9ua0y Cdhd%P049 and SCSI BUBdOrg Component Tempe,rk ast0 Sa ely lMoanafbnavallable from Truss Plate Institute, 218 N. Lee Street. Sulte 312. Alexantlda, VA 22314. Job Truss rruss Type ty NOEL T15269428 75500 UD I JACK-OPENGIRDER 2 I IVIY 1 Is Jab Reference (optional) Chambers Tmsa, Inc., Fort Pierce, FL scale =1:11.0 LOADING (psi) SPACING- 2-0-0 CST. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.00 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 2 n/a n/a BCOL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 11 lb FT=20% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (fib/size) 3=7/Mechanical, 2=347/0-7-15 (min. 0-1-8), 4=-20/Mechanical Max Harz 2=181(LC 12) Max Uplift 3=-31(LC 9), 2= 509(LC 12), 4=A7(LC 17) Max Gray 3=13(LC 8), 2=347(LC 1), 4=28(LC 12) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 1-11-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during inns erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-,10; Vult=170mph (3-second gust) Vwd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=9111; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Corri 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 3) ' This Truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31111 uplift at joint 3, 509 lb uplift at joint 2 and 47111 uplift at joint 4. LOAD CASE(S) Standard Walter P. Finn PE Na.22636 MRek USA, Inc. FL Cod 6634 ON Perko East Blvd. Tampa FL 33610 Date: October 5,2018 AWARNING-Vedlydeslgnparvefaraand READ NOTES ON 7MSANDINLLUDEDMREKREFERANOEPAGEMIF7O3mv. 10i1132015BEFOREUSE Design valid for use only with Inek0 connectors. This design b based only upon parameters shovm, and is form IndMdual Wadlm component not �R w` o Irus system. Before use, the bueltling designer must verify the opplicaUliy of tledgn parameters antl propedy Incorporate Ih0 design Into the ove(all bulldirg design. &acing Indicated is to prevent buckling of Individual tars web and/or chord members only. McIllional temporary, and permanent bracing MiTek' Is always required for stabBlN and to prevent collmse wllh poslble personal hfury and property damage. For general guidance regarding the fabrieclbn, storage, delivery, erection and bracing of trusses and Irus systems serANSWPII Ctwfdy Cdorra, DSBdg and JIM Suddhy Cempanenl 6904 Parke East BNd. Salary admmafbrnycRoble from Tian Rate Inst me, 218 N. Lee Street. Sidle 312, Alexandria, VA Ml A. Tam Pa. FL 3361 D Job russ rusS I yp0 y NOEL T1526e429 75500 KJE Jack -Open Girder 2 1 Job Reference (optional) Chambers Tnss,10c.,Foa Piefce,FL nun: aauust�zazmr rnm:o.uaus+weuzme m,nn inuusuros, n,c. n, w, coo,.mooemo rays, ID:AhPI?e7BXJeHSrGr2uyWF2yXGuq-x2020?Okk5ga4dOwcbYYSBxMETMpi nZYfo0TuxyWSSI 1-10-5 3.11.3 1-10-5 3-11.3 Scale=1:15.6 uxs = Plate Offsets(XY)-- 12:0-5-00-0-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.66 Veil(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.02 4-7 >999 240 Weight: 16lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30. BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=104/11flechanical, 2=342/0-8-0 (min. 0-1-8), 4=37/Mechanical Max Harz 2=247(LC 12) Max Uplift 3=-112(LC 12), 2= 349(LC 12), 4=-1 (LC 9) Max Gmv 3=140(LC 17), 2=374(LC 17). 4=68(LC 3) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL-3.Opsh, h=19fh B=91111; L=115ft; eave=13f ; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 112lb uplift at joint 3, 349lb uplift at joint 2 and 1 Ib upliillat joint 4. LOAD CASE(S) Standard Waiter P. Finn PE No.22838 MRek USA, Inc. FL Cad 8634 6904 Parks East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING -Vedyded9nparamefera and READNOMS ON 1N/SANDINCLUDED MREKREFERANCEPAGEM/7473 rev. 1,110342015 BEFORE USE Design valld for use only With Milek®connectors, lhlsdesigh is based only upon parameters shown, and Is for of IndlNtlual Wlding component, hot a inns system. Before use, the banding designer must verify the appllcabllty of tlalgn parameters and property Incomoralo the design Into the overall Wlldingdeslgn. Bracing Indicated Is to preventWcklingofindividuollmssweb and/or chord members only. Atltllllonallempororyandpermanentbracing MiTek' Is alwoys recrulred for stability and to prevent coltcpse with possRNe personal hXay and properly damage. For general guitlarce regadhg the fabflcollon. storage. deltvery, erection and bracing of trusses and truss systems seeANSptyR Ouonly, CrReda, DSB49 and BCSI Bulding Component 6904 Parke Easl BNd. uss Safely Wormatbmvdlable ham bPlate Institute. 218 N. Lee Sheet, Wfe 312, AlexandM, VA 22314. Tampa, FL 33610 _] Job rusS I was I ype cry MY NOEL T1526843D 75500 UP Jack-Padial Girder 2 i Job Reference (optional) Chambers Truss, Inc., Pon Pierce, FL Scale =1:23.2 NAILED 3x4 = 5.11.2 8-3-9 5-11-2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 7-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 Rep Stress ]nor NO We 0.17 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -MP Wind(LL) 0.03 7-10 >999 240 Weight: 371b FT=20% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=15/Mechanical, 2=526/0-9-1 (min. 0-1-8), 5=377/Mechanical Max Horz 2=357(LC 8) Max Uplift 4=-02(LC 8), 2=-444(LC 8). 5= 302(LC 8) Max Gmv 4=18(LC 25), 2=595(LC 25), 5=475(LC 25) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=.489/137, 3-11=-434/148 BOT CHORD 2-13=-286/453, 7-13=-286/453, 7-14=-206/453, 6-14=-206/453 WEBS 3-7=-521282, 3-6= 714/450 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t; B=911C L=1151t; eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321b uplift atjoint 4, 444111 uplift at joint 2 and 3021b uplift at joint S. 6)'NAILED' Indicates 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the [raw are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads',(plf) Vert 1 �4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 12=-24(F) 13=3(F) 14=-25(F) Walter P. Finn PE No.22639 MlTek USA, Inc. FL Carl6634 6904 Parka Ea3t Blvd. Tampa FL 33610 Date: October 5,2018 AWARNING -VerffYdW9nparameferaandREADNDTESONTMSANOWCLUDEOMRKREFERANGEPAGEMlF74n.re..1bW20I5BEFOREUSE Design vditl forum my xdih Mirek0 cohheators. Ws design Ls based miy upon Parametersshown. mdis form Inmidual Wilding component. not ��' a truss syslemse . Before u, the Wlicing dedgnar must venfy Iho appllcablllty of design Parameters antl Imperry Incorporate this design Into 1W overall Mcifingdacgn. Bracing lndlcaled is to prevent Wckling ofirrdlNdrml fussweb and/or chord memo noriy. Atldlliomltemp mwmdp rmamntbrming MiTeK Is always matured for slab011y and to prevent collapse Wth posble persmat Injury and properly damage. For general gultlance regardNg the fot k anom storage, cielNery. erection and brockq of Inures and bus systems, weANSUryrr GuaRyC .ds, DSB49 antl SCSI Buftlby Component 6904 Parke East BNd. Sahily BGonnalbinvaltable from Bass Plate inAlute, 218 N. Lee sheet. Suite 312. Nexandna. VA 22314. Tampa, FL 33610 Job NSS ra55 type uty Fly NOEL T15266431 76500 KJG J.ck-Penal Ghdar 2 1 Job Reference (optional) chambers Truss, Inc., Fort Plums, FL y= , 68041Izae7aC_h1j WSSE Scale -1:203 4-4-9 2-11-5 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.22 Vert(LL) -0.01 7-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.12 Hom(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 7-10 >999 240 Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (ILize) 4=73)Me1h1nical, 2=476(0-9-1 (min. 0-1-8), 5=238/1viechanical Max Ho¢ 2=325(LC 8) Max Uplift 4— 108(LC 21), 2= 414(LC 8). 5= 161(LC 8) Max Grav 4=100(LC 13), 2-525(LC 25). 5=293(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (I o) or less except when show. 'TOP CHORD 2-11=-452/109, 3-11=-373/120 BOT CHORD 2-12= 255/429, 7-12= 255M29, 6-7=-255/429 WEBS 3-6=-526/313 Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;, BCDL=3.0psf; h=19tt; B=91 ft; L=11511; eave=113ft; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1081b uplift at joint 4, 414 lb uplift at joint 2 and 161 It, uplift at joint 5. 6)'NAILED" indicates 2-12d (0.148')(3.25) toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-4=-70, 5-8=-20 Concentrated Loads (Ib) Vert: 12=-3(B) Wafter P. Finn PE No12939 1.11rok USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 23610 Date: October 5,2018 A WANNWG-Vedtydas/gnparameteraeod NEADNGTE50NTNla AND1NGLUDEDMNEKNEFEMNGEPAGEM674n... fGDJRafSaEFGAENSE Design Vaud for Use only vAth KlekD connectors. INsdesIgn is based only upon parameters she", and Is for an hdiAdual WAtling component not a taus system. Before use. the budrdng designer must vedry the appllcab9lN of desgn parameters and properly hcomorate h s design Into the overall txOdlrxadosgn. Brmhgitlhe dlstolxeveniWckllWofMPviduoltwwwebcnd/orchordmembeno y. A aIrforraltemporaryandpermonentbracing MiTek' E always requlreclfor sloblllfy antl to prevent collaose wih posse persarxx h)ury and properly damage. For general gurdamce regarling the labkpfkxt,storage. delNery- erection and bracing of tosses and tma system& weANSMIJQaaLly Cdoula, DS"9 erM BW eufdIrW Component 6904 Parke East Blvd. Safety rnformcolonavonaNe from tons Nate InstiMe, 218 N. Lee street. S4te 312, Alexandra, VA 22314. Tarry.. FL 33610 o russ fuss Type y NOEL T15269432 7550D KJL Jack -Panel Gktler 2 1 Job Reference (optional) Chambers TWSS. Irss. Fon Pierce, FL 3x4 m b Scale=1:22.5 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TPI2014 CSL TC 0.29 BC. 0.25 WB 0.26 Matrix -MP DEFL. in Ved(LL) -0.03 Ved(CT) -0.07 Horz(CT) -0.02 Wind(LL) 0.05 (loc) Vdefl Ld 7-10 >999 360 7-10 >999 240 5 Na role 7 >999 240 PLATES GRIP MT20 244/190 Weight: 361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4=176/Mechanical, 2=500/0-9-1 (min. 0-1-8), 5=339M1echanical Max Harz 2=357(LC 24) Max Uplift 4=-172(LC 8). 2= 504(LC 8), 5= 292(LC 8) Max Grav 4=204(LC 28), 2=604(LC 28), 5=439(LC 28) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11= 12301718, 11-12= 1183/726, 3-12= 1149/730 BOT CHORD 2-14=-864/1175, 14-15= 864/1188, 7-15= 865/1200, 7-16=-80M1093, 6-16= 804/1093 WEBS 3-7= 233/423, 3-0=-11791868 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opsf, h=19fp 13=911t; L=115ft; eave=13tt; Cat. II; ExIe D; End., GCpi-0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with my other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 Ib uplift at joint 4.504 Ile uplift at joint 2 and 2921b uplift at joint 5. 7)'NAILED' indicates 2-12d (0.148'x3.25') toe -nails per NDS guidline r. 8) In the LOAD CASE(S) section, loads applied to the face of the buss 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 (pit) Vert* 14=-70, 7-8= 20, 5-7=-20 Concentrated Loads Ob) Vert: 11=64(F) 13=-160(F) 14=34(F) 15=-8(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6964 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING -Vultydeaanpa2melea4 and READNOTES ON TH/SAND INCLUDED MREKNEFENANCEPAGEMIF7473., 14N3,2015BEFONEUSE Dedgn voild for use oNy Wh MiTek® conrRctors. lNsdesign is based oNy Upon parameters shown, and Is tat on Indiddrid Wilding component rot a mass system. Before use, the Wilding designer must veiny the applicability of doslgn parameters end! pmpedy Incorporate hls design Into the overall Wadingdedgn.&acarg IndStated is to proven! WckllW oflndivldual imssweb and/or chord memWrsody. Addillonaltemporarymdpemn ntbraoing MiTek' Is always required for stabllnyand to provent collapse wllh possible personal Injury card property damage. Forgeneralgultlmceregardong the tabrkatbrt storage. delWery, erection and braclrxa of tmssesmdtrusssyslems, seeAN51/fP1I Gua@y Crdarb, DSB-09 arMBC51 EulENp Componen/ 6904 Parke East Blvd. Salary N/onnaHamvauaWe from hun Rate Institute. 218 N. Lee Street. Sulte 312. Alexandria VA 22314. Tampa, FL 3361 D Job Truss I ruse type ty Fly NOEL T15268433 TsscD xJN Jack -Open Girder 2 i Job Reference (optional) Chambers Truss, Ins., Fod Pierce, FL 3.5 11 J%9 i 5.10-15 � 510.15 IG-4-A r Scale =1:18.6 Plate Offsets (X,Y)-- f2:0-2-1.0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) 0.07 5-8 >957 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.11 5-8 >637 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 2 rda We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 241b FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except (jt=length) 2=0-9-1. (lb)- Max Horz 2=278(LC 24) Mau Uplift All uplift 100 lb or less at joint(s) except 2=-452(LC 8), 5= 988(LC 22), 3=-906(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 4 except 2=493(LC 28), 5=731(LC 5), 3=1234(LC 22) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 jib) or less except when shown. TOP CHORD 2-10=-322(139, 10-11= 255/145 BOT CHORD 2-12= 199/268, 12-13= 201/276, 5-13= 200/296 WEBS 3-5_824/1183 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--7.2psf; BCDL=3.Opsf; h=19ft; B=91 ft; L=115ft; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 last bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 Ito uplift at joint 2, 988 Ito uplift at joint 5 and 90616 uplift at joint 3. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8)'NAILED' Indicates 2-12d (0.148'x3.25') toe -nails per NDS guolines. 9) 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: lr3=-70, 5-6=-20, 4-5=-20 Concentrated Loads (Ib) Vert: 10=64(B) 11=1(B) 12=34(B) 13=-to(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6334 6904 Parka East Blvd. Tampa FL 33810 Date: October 5,2018 Q WARNING-VorllydrudmparamereraanCREADNOTESON TN/SANDP/CLUDEDMNEKNEFENANCEPAGEM 74Mmr 10W2015EEFONEOSE ��' Design vdld for Use only with N91ea connectors. This design Is based only upon parameters shown, and isfa as rrdMduoi buRtling component. not bus s ss system. Before use. the WIcfirg designer must verity the appllcabllly of design paramrp eters and papally Incorporate his design Into the overall burdingdeslgn.placing Indicated is to prevent hackling OfrndMdual truss Web anM/or chord members only. AddllonwltemporayandpermarentbraGrg MiTek' Is always required for stability and to prevent collgrse with posWe persenol injury end property damage. For general guidance regarding the faWlcatbn,storage, delivery. erecaon and bracing of racers and tors systems.aa,ANSW11 OuaIDy Octal DS"9 oM ECSI Bufal Component 69N Parke East BNd. Safety from Truss Rate Institute. 218 N. Lee Street. SWIe 312. Atexandtla. VA 22314. Tarrya, FL 33610 7 Job imes FUSS I ype oty Ply NOEL T15263434 75500 KJP DWgonalHp Girder 1 1 Job Reference (optional) Charrbam rams, Inc., Fort Pierce, FL Hun: 8.130 a Oet 262017 Pam: also 5 Jul 202018 as I aK Inotmunes, em. Fri Jcl a 14nw:05 206 Page 1 I DAhPI?e7BXJ8HSrGr2uyW F2yX6ug4zOg70YONAxgGeBrChjuslM 1 dViENCCOyMR?EMy W SSS -2-1-7 2-0-0 2- 3-8-8 6-7-11 9.10-1 2- -7 2-0-0 -2- 1-545 2-11-2 3-2-7 Scale =1:23.7 6 NAILED Ia NAILED Sx4 17 4.24 F12 5 NAILED d NAILED NAILED 4 16 NAILED 2x3 Il 3 15 j 10 19 9 20 8 I� 6k10 MT18HS= 2x3 II 6x8 = NAILED NAILED 18 NAILED NAILED 1t 7.02 FIT NAILED 4XG p 3x4 = NAILED 2.0-0 3-8-8 6.7-10 2 -10-1 2-00 1-8-8 2.11.2 Plate Offsets(XY)-- f2:0-1-5Edgel f4:0-1-120-0-101 f10:0-5-00-3-61 LOADING (psf) SPACING- 2-0-0 C81. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.41 9-10 >284 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Ven(CT) -0.27 9-10 >439 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WE 0.50 Horz(CT) -0.18 7 n/a rVa BCDL 10.0 Code FBC20171TPI2014 Matdx-MS Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=75/Mechanical,2=545/0-10-15 (min. 0-1-8),7=466/Mechanical Malt Horz 2=354(LC 8) Max Uplift 6=-122(LC 24), 2=-784(LC 8). 7-670(LC 8) Max Grav 6=94(LC 17), 2=591(LC 28), 7=466(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc puffins. BOT CHORD Rigid ceiling directly applied or4-11-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. CompJlul . Ten. -All forces 250 (lb) or less except when show. TOP CHORD 2-15=-1289/1715, 3-15= 1299/1722, 3-4=-1357/1819, 4-16-1039/1389, 5-16- 1028/1396 BOT CHORD 2-18=-1891/1246, 11-18=-1891/1246, 10-19=-1523/1010, 9-19-152311010. 9-20=-1523/1010, 8-20= 1523/1010, 10-11_ 1863/1223 WEBS 5-9= 564/354, 5-8= 1119/1689, 3-11=-450/678, 4-10=-694/430 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=3.2pst; BCDL=3.Opsf; h=19ft; B=91N; L=115ft; eave=13fl; Cat. II; E)p D; End., GCpi=0.18; MWFRS (directional); lumber DOL=1.60 plate gdp DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This buss 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) Peter to girders) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6, 784lb uplift at joint 2 and 6701b uplift at joint 7. 7)'NAILED' indicates 3.10d (0.148'x3') or2-12d (0.148x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Iron! (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate fnerease-1.25 Uniform Loads (plf) Vert 1-6=-70, 11-12=-20, 7-10=-20, 10-11=-20 Concentrated Loads Qb) Vert: 15=92(F-16, 8=46)17=49(1`-24, B-24) 18=75(F=37, B=37)19-63(F=-32, B=-32) 20=-108(F=-54, B=-54) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING -Vedyda.19.1areveatenuad BEADNOTES ON 7B/OAND INCLUDED NDEKBEFEB4NCEP4GEA0a7JZ1m¢ 104712016BEFOBEUSE. DesIgn valid for use only with ewielcD connector. The dedis b gn based only upon parameters shown, andis for an componenInaMdual Waring t, not a truss system. Before use. the building designer must verify the appllcablily of design parameters and aopedy Incorporate this design Into the overall bWdrgdesign.&achglndlcaledlsfopmvenfWakIlWofir lvltluali %weband/achordmemb isomy. Addifo itempaarymdpeanarlenibrmlW MiTek' K always requkecl for stability and to prevent corapse Wlh possible pensonal injury anal property dancge. ForgenerdgudoncemgarWtgihe fablcatkxt storage, delivery, erection and txadrg of busses and Imtt systems seeANSYgP/I Ouafey CRelb, DSBd➢pnC SCSI BuHtlNg Component 6904 Parke East Blvd. SaPotyNromrolbmvdlaWe Iran lmst Hale Insalute, 218 N. Lee Street, State 31Z Alexandra VA 22314. Taupe, FL 33610 Job Trusts Truss Type DIV NOEL T152fi8435 75500 M Common 1 1PlY 1 Job Reference (optional) Chambots Truss, Inc., Fort Pierce, FL Hun: U.1JU SUM 20 2U1( Flint: UAW 5 JUI LU Zulu MII BK mouvrles, ins. rn VCI > 1V:1'C:VI [uto Ya's 1 ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq-bM8aX5aGvnBtWTKEJ6mMyjROrlOwr2lJPtw6JFyWSS6 -1-6-0 8-4-10 1NOG 18-8.0 1-EO 1 8-4-10 4-7-6 1 5.8-0 4x5 = 3x5 = 2x3 II dxo 3.6 = 3x6 11 scale=1:40.9 Plate Offsets (X,Y)— (2:0-0-8 Edael f3:0-3-0 Edgel I6:Edge 0-1-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) -0.10 10-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1'.25 BC 0.43 Vert(CT) -0.2710-13 >820 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Hofz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MS Wind(LL) 0.2010-13 >999 240 Weight: 100111 FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=948/0-8-0 (min. 0-1-8), 7=829/03-8 (min. 0-1-8) Max Horz 2=378(LC 12) Max Uplift 2=-725(LC 12), 7=-596(LC 12) Max Grav 2=1025(LC 17). 7=829(LC 1) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1265/1090, 3-14=-1135/1094, 3-4=-1121/1105, 4-5=-6821795, 5-6=-671173E 6-7=-77M12 BOT CHORD 2-10_-1132/1220, 9-10=1132/1220, 8-9— 1132/1220 WEBS 4-10=-54/313, 4-8=-894/868,5-8=-210/291, 6-8=-545/658 Structural wood sheathing directly applied or 5-5-15 oc pudins, except end verticals. Rigid ceiling directly applied or 6-1-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during imss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Ops1; h=19f ; B=91 it; L=115f1; eave=13ft; Cat. 11; Eqp D; Encl., GCpi=O.18: MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Inlerior(1) 647 to 13-0-0, Exledor(2) 13-0-0 to 18-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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 725111 uplift at joint 2 and 596111 uplift at joint 7. LOAD CASE(S) Standard Walter P. Finn PE No.22839 fARak USA, Inc. FL Cart 6834 6904 Parka East Blvd. Tampa FL 33610 Data: October 5,2018 ,&WARNING-VM1yde 9npammefereend BEAD NOTES ON THIS AND INCLUDED 1107EKREFERANCE PAGE N9-74M.v. 10NO4?015 BEFORE USE Totten validfor use only wtlh MITek0connectors. Ttds dedgn 6 based only upon Parameters Srovm, and is form krcrd l budding component not ��- a truss system. Before use, the butdang designer must veafy Ine applicability of design parameters and properly Incorporate nNs design Into me overall bundIngdedgn. HacingkdlcaledistoprevenfbucklingofindMduolkaoweb and/or chord members only. Addflonallemporaryandpermonemlxachg MtTek* Is ohvays regWred for slobalty and to prevent collapse with possible pewlnlury and property damage. For general glddance regardrg the fabdcatbn. stotoge, denvery, erecllon ant bracirg of trusses and bansystems, seeAUMP11 Qadldy C2erb, DS689 and BCSI Rulding Component 6904 Perks East Blvd. Softly kdortnahavIo ta0aNe from Truss Plate Institute. 218 N. Lee Street SWte 312, Aexantlda VA 22314. Tenpa, FL MID Job russ Massype cry NOEL T1526e436 15500 Mt JPIy Hair Hp t 1 Job Reference (optional) Chambers Truss, Ina., Fort Pierce, FL Run:8.130 a W252017 FrIna:8,130 a JUI 2U 2Ulu MI I OK Inausarles, Inc, tot i6i4:12:09 ku'u ✓ae1 ID:AhPl7e7BXJ8HSTGr2uyWF2yX6uq-XIGLynbWRPRbInUcRXogl8Xlc63pJxKctzPDN7y SS4 -1-6-0 8-4-10 13-8-12 18-8-0 1 1-6-0 8-0-00 i 4-11-2 1 5- 4 4x8 = 3.4 p Scale-1:41.5 3x5 = 2X3 II 3x6 3x4 = use = LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017TFP12014 CST. TO 0.66 BC 0.47 WR 0.75 Matdx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (roc) Udell Ud -0.10 10-13 >999 360 -0.27 10-13 >823 240 -0.02 7 n/a Na 0.22 10-13 >999 240 PLATES GRIP MT20 244/190 Weight: 1071la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during Truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=829/0-3-8 (min. 0-1-8), 2=94810-8-0 (min. 0.1.8) Max Horz 2=602(LC 12) Max Uplift 7=-660(LC 12), 2= 661(LC 12) Max Gran, 7=902(LC 17), 2=1059(LC 17) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Id) or less except when shown. TOP CHORD 2-14= 1340/939, 3-14— 1246/945, 3A-1151/961, 4-5= 663/553 BOT CHORD 2-10— 135311237, 9-10=-1353/1237, 8-9=-1353/1237, 7-8= 595/546 WEBS 4-10=-56/322, 4-8=-918/1004, 5-8=-568/648, 5-7= 874/951 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f : B=91 ft; L=115ft; eave=13f ; Cat. 11; Exp D; End., GCpi-0.18: MWFRS (directional) and C-C Exterior(2)-1-6-13 to 6.0-7, Interior(1) 6-0-7 to 13312. Extedor(2) 13.3-12 to 18-6-4 zone;C.0 for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 7 and 661 lb uplift at joint 2. LOAD CASE(S) Standard Walter P. Finn PE No.22839 NTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING -Vedfy deargn,anunafm and READ NOTES ON THIS AND IMCLUDED MMEK REFERANCE PAGEMIP7473 rev. 14=2013 BEFORE USE Dedgn vend for use only Wih MITekOconnectors. We design Is based only upon parameters shown, and Is for an lndltl of W3dlfg component, rut a Ines system. Before use, the W IdIng designer must verily the appllcablllty of design parameters and property Incorporate ttl5 design Into the overall WIdIrlgde9gn. Br d glndlcaledlsloVeventWcldingoflrWlviduollmzweborltl/orchmdmemb run y. Atldlllonalfeml'>oraryontll'lermanenibracing MiTek' Is always recurred tar skmClty antl to pmvent corcgree wM posalie personal hlwy deal votary damage. For general geedance regarding the labrkatbn, storage. carvers, ereclron and bracing of tunes and Russ systems.—ANSM11 Overtly CRefb, DS"9 ernal' BCSF Building Cempernent 6904 Parke Ean Blvd. Solely Nfofmerfbfrnoaode Rom Tnra Rate Institute. 218 N. Lee street, sure 312, Alexondda, VA 22314. Tampa, FL 33610 Job Fruss, I toss I ype Cry ply NOEL T1526893) 7550D M2 Half Hip 1 1 Job Reference (optional) Chambers Truss. Inc., Fort Pierca, FL m d' 4XS = 3z4 11 s lnF,-, 4 15 5 3z4 = 2x3 II 3x6 = 3u4 = 6.8 = 8gf2 15.3-12 10-8-0 e-0-10 6-11.3 Scale=1:47.1 Plate Offsets (X Y)-- 12:0-1-0 Edoel 13:0-6-0 0-3-01 f4:0-5-4 (1-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ver(LL) -0.09 9-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 9-12 >911 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.18 9-12 >999 240 Weight: 112 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-6-10 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied ors-8-8 oc bracing. WEBS 1 Row at midpt 5-6, 3-7, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=829/0-3-8 (min. 0-1-8),2=948/0-8-0 (min. 0.1-8) Max Horz 2=679(LC 12) Max Uplift 6=-690(LC 12), 2= 632(LC 12) Max Grav 6--950(LC 17). 2=1060(LC 17) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1370/841, 13-14=-1262/843, 3-14=-1184/857, 3-4=461/247 BOT CHORD 2-9=-137411299, 8-9=-1375/1308, 7-8= 1375/1308, 6-7=-389/361 WEBS 3-9=-19/355, 3-7=-1105/1147,4-7=-508/631,4-6=-936/10D7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0ps1; h=19ft; B=91 it; L=115ft; eave=131t; Cal. II; Exp D; End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1.6-13 to 6-0-7, Intedor(1) 6.0-7 to 15-3-12, Exledor(2) 15.3-12 to 18-64 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Imss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb uplift at joint 6 and 632lb uplift at joint 2. LOAD CASE(S) Standard Wafter P. Finn PE No.22839 NTA USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNING -Verily design pommaters and READ NOTES OR THIS ANO INCLUDED Mal REFERANCE PAGEM67473 mv. 161=2015 BEFORE USE Design valid for use only Win MileldDconnectors. INS design Is bored only upon parameters s 0a , and Is for an Indmoual leAding component.hot �� a inrss system. Before use. the Wrong designer must verify the appircadllty of design parameters and properly Incomorale this design Into the overall butting design. Bracing ircicaled is to prevent bucWing of individual buss web and/or chord members only. Additional temporary and permonent bracag MiTek' Is always required fa stabllltyand to prevent coliocse Wlih possmle personal lnkny end lxoperry damage. Fagenmalgurdarceregadingihe Iobdcaflon,storage, delivery erection erd bnackg of tmsesend Inns systems acoAN1'WI1 QVall CrIerb,DSB-0p atMECSIButsoll Component 6904 Parke EaM Blvd. SaffeIyfnformafforavalable Bom Truss Bate Institute. 218 N. Lee Street, Suite 312. Atexandda, VA 22314. Tarrya, FL 33610 Job rues Was I ype Cry Ply NOEL ' T1526843a 75500 M3 Haif Hip 1 i Job Reference (optional) chambers Truss, Inc., Forl Pierce, FL aw m Y 0 4x5 = 6.012 6 7 3x4 4x6 = 5xe MT18HS I] = 3x4 = 6ke = 2-0.2 17-3-12 1&fL0 9-0-9 8.3-4 L4-0 Scale = 1:58.0 Plate Offsets (X Y)-- 12'0-0-8 Edgel 17'0-3-8 Edgel 18'0-3-8 Edgel f9:0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ved(LL) -0.24 9-10 >938 360 MT20 2441190 TCDL 15.0 Lumber COL 1.25 BC 0.52 Ven(CT) -0.53 9-10 >416 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wmd(LL) 0.41 9-10 >548 240 Weight: 113 lb Fr=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 7-8: 2x4 SP M 30 REACTIONS. (lb/size) 8=829/0-3-8 (min. 0-1-8), 2=948/0-8-0 (min. 0-1-8) Max Horz 2=756(LC 12) Max Uplift 8=-723(LC 12), 2= 598(LC 12) Max Grav 8=1057(LC 17), 2=1081(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 1 Row at micipl 7-8, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during Iruss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. CompJMa1L Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1522(787, 3-4=-1249/666, 4.5=-1123/674, 7-8=-408/340 BOT CHORD 2-11=-143311486, 10-11=-1433/1486, 10-15=-893/872, 15-16=-893/872, 9-16— 893/872 WEBS 3-10=-4751567, 5-10=-501f776, 5-9=-112(th 153 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91ft; L=115tt; eave=13ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-6-13 to 6-3-5, Intedor(1) 635 to 17-3-12, Exterior(2) 17-3-12 to 18-6-4 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) Al plates are MT20 plates unless otherwise indicated. 5) This miss has�been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7231b uplift at joint 8 and 598lb uplift at joint 2. LOAD CASE(S) Standard Walter P. Finn PE No.22039 Id7¢k USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARMING- V.dlyde.i9np2remotenc dREAD NOTES ON MIS Me INCLUDED MREKREFERANCEPAGEMB74T3t.v. VIV342015BEFORE USE Design vdid bGuseonly wllh bVrak➢conrrectors.lNs dedgn h based only upon parameters shown and Isfor an Individualbu9ding compont. not ��- a truss system. Before use. the building designer must verify the applicablity of design parameters and Woperly Incorporate his design Into the overall bulldlrg design Bracing irdk:aled is to prevent buckling of iodMdual truss web and/ot chard members only. Addlllorial temporary, and permanent bracng MiTek' h always wearied for staWlly and toprevenl collapse wlm possioe icorsonwl" and properly damage. For general guldonce regarding ire fesseaffen, storage, delivery. erection and bradrg of trusses and truss systems seeAMSM110ua@yCt@etb, DSM9 and BCSI BOfdlny Campaonf 69N Perk. East Blvd. Battery Manalbtgvc9able from Tans Plate InstlMe. 218 N. Lee Street. Site 312, Alexandda. VA 22314. Temps. FL were Job Truss Truss Type Gly Ply NOEL T15263439 75500 NA Morvpnch 3 1 Job Reference (optional) wamoers cuss, iro., ron Warta, n 3x4 11 Scala 1:55.1 6.o0 12 6 M = 3x4 = 6xa = 3x4 = LOADING (psf) I TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.43 BC 0.51 WB 0.43 Matdx-MS DEFL. in Vert(LL) -0.21 Ven(CT) -0.35 Horz(CT) -0.02 Wind(L-) 0.11 (loc) Vdefl Ud 7-8 >999 360 7-8 >643 240 7 n/a n/a 8-12 >999 240 PLATES GRIP MT20 2441190 Weight: 104111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-5-7 oc bracing. WEBS 1Row at midpi 6-7,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=829/0-3-8 (min. 0-1-8), 2=948tM-0 (min. 0-1-8) Max Horz 2=801(LC 12) Max Uplift 7= 745(LC 12). 2= 576(LC 12) Max Grav 7=1112(LC 17), 2=1077(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1480/654, 3-13=-1339/655, 3-14= 1176/473, 4-14= 1037/490, 4-5_ 1030/494, 6-7=-2331337 BOT CHORD 2-9=-1223/1484, 8-9=-1223/1484, 8-15=-705/767, 15-16=-705f767, 7-16=-705/767 WEBS 3-8=-554/626, 5-8=-453/779, 5-7=-10791997 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL vt.2psf; BCDL=3.Opsf; h=19fk B=91ft, L=115ft eave=13ft; Cat. 11; Exp D; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 18-6.4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Win any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweeri the bottom chord and any other members, with BCDL = IO.Opsf. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74516 uplift at joint 7 and 576lb uplift at joint 2. LOAD CASE(S) (Standard Walter P. Finn PE No.22639 MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 6,2018 A WARNING -Ventry design pemmeters and READ NOTES ON THIS AND INCLUDED MREK NEFENANOE PAGE MX7473 rev. 1GAYL015 BEFORE USE Dedgn vdld for, use only w with Ml connectors. Ns design h based oNy upon ra mn.t.rs strewn, and Is far an IndlVltluat Miallrg component. MI a truss system. Before use. the bulldIng designer must verity the aMllcobMy of design parameters and properly Incomomle 11-6 dedgn Into the overall WIINngdevgM Bracingl icJ edisloWeveniWckllWotir Ivldualtmmwebandio cMrdmembersoNy. AddtlorwlternWaryantlpennareNbraclnq MiTek' h always requketl(a slablilty arW bprevenicollapse vAih posible perwnd trr44Y and txoperty tl2MIl For ge49anidmce regardsg Bse seeAN5V1P1I Cue2@y14. D6B-09 asd8CM BUWhg Component Plate 6g04Parke Eest Blvd. Soletybeforroffatrwflable.ereclion Sobty Nfomrofblovo6able from Tars Nate IndIMe. 218 N. Lee Street. Site 312. NexandA¢ VA 22314. In011ute.28N. Lee Tenpe, FL 3361 D Job Truss I Was type Ty y NOEL T15268440 75500 M5 MONOPITCH d 1 Job Reference (optional) Chambers Term, Inc., Fad Pierce, FL Run: 8.130 3.4 II 6.00 12 6 3x5 = 3x6 11 345 = 3x4 = am — 4.0.0 660 11-4-1 18-8-0 r 4.0-0 0 4 0 7-41 i 7-3-15 Scale - 1:54.7 Plate Offsets(XY)— f2:0-5-00-0-41 f5:0-2-40-3-4115�0-"0-1-121 LOADING (psO SPACING- 2-0.0 CSI. I DEFL. in (roc) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.06 7-8 >999 360 MT20 244/100 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Ved(CT) -0.12 7-8 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.44 Horz(CT) 0.01 7 n/a Na BCDL 10.0 Code FBC2017fTP12014 Matdx-MS Wind(LL) -0.03 8-10 >999 240 Weight: 110 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except BOTCHORD 2x4 SP M30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 4-7, 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=539/0-3-8 (min. 0-1-8), 10=1237/0.8-0 (min. 0-1-8) Max Horz 10=801(LC 12) Max Uplift 7=-533(LC 12). 10=-1027(LC 12) Max Grav 7=791(LC 17), 10=1237(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 16781645. 3-14=-568/14, 14-15=-399/32, 4-15=-080/34, 6-7= 271/397 BOT CHORD 2-10-503/1639, 9-10=-503/666, 8-9=-503/666, 8-16-5181578, 7-16=-518/578 WEBS 4-8=-117/377, 4-7=-721/641,3-10— 1155/1489, 3-8=-990/896 NOTES- 1) Wind: ASCE 7110; Vult=170mph (3-second gust) Vasd=132mph; TCDL�4.2psf; BCDL=3.0psf; h=19f ; B=911t L=11511; eave=lift Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-6-13 to 6-0-7, Interior(1) 6-0-7 to 18-6-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with my other live loads. 3) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between1the bottom chord and any other members, with BCDL = 10.Opsf. 4) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 533lb uplift at joint 7 and 1027lb uplift at joint 10. LOAD CASE(S) Standard Walter P. Finn PE No.22819 INTO USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 AWARNING. Vedlydesienpar4meremand READNOTES ON TMSANDWCLUDEDMRERREFERANCEPAGEMB-74n.re. IWR72215BEFOREUSE ■R Design vand far Use or4y calf Mliek9 convectors.rris design Is based ady Upon parameters shown. and is for M IndMdual Wadltg component,not a fro s system. eefote use, the Wilding designer must verry the appllcablllly of design parameters and properly Incorporate Ihk design Into the overall i.��■`) Wadrgdaegn.BrachghdicatedlstopreventWcklingoftWd tdualhussweban lorchordmembersoNy. Addillonollemp mWa dtlp an ibraclW MiTek' IS always regWred for stability and to prevent collapse with possmle personal Utley and ptopeny damage. For general guldance regarding ita fabricalbn, storage, deMeW, electrn and! lxacirg of Iv$SQS and IMSS systems, seaANSVJPII Ouapy CrBenb, DS"9 and SCSI BuBd6tg Component 6904 Parke East Blvd. SafetypUonnotbmvdloble from bass Rare Institute, 218 N. Lee street. Suite 312, AJexanci tVA 22314. Turns.. FL 33610 Job I ruse truss, iype Dry Fly NOEL 715268441 75500 Ma HALF HIP i 1 Job Reference (optional) Chambers Truss. Ins.. Fon Piece, FL Run: 6.1305 W 26 2017 RIM: &Iso s Jul 202018 MTGk Industries, Inc. Fri Oct 514:12:172018 Pagel ID:AhPI7e7BXJ8HSrGr2uyW F2yX6uq.IHIMeWhXYsRSj75gvCxiMgs91Kn4BY3njDLeegyWSpy -1-6-0 4.4.0 10-3.7 16-6-12 1&8-0 , 1-6-0 4-0.0 5-11a 6-3-s z-1-a AM = 5x8 MTIBHS II 6.00 FIT 6 17 7 Scale - 1:53.4 3x6 11 M= 5x8 MT18HS II 3x4 = 3x4 = 3x4 = 4.00 4A0 10-3-7 16-6-12 d-0-0 04�0 611-7 I 6-3-5 2-11 Plate Offsets (X Y)-- I2:0.4-0 0-0-41 f7:0.3-8 Edoel f8:0-3-8 Edoel LOADING (pst) SPACING- 2-0-0 CST. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ved(LL) -0.16 9-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.41 9-11 >417 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WS 0.83 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.44 9-11 >384 240 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except` BOT CHORD 7-8: 2x4 SP M 30 WEBS REACTIONS. (flu/size) 8=539/03-8 (min. 0-"), 12=123710-8-0 (min. 0-1-8) Max Harz 12=727(LC 12) Max Uplift 8=-487(LC 12), 12=-1073(LC 12) Max Grav 8=689(LC 17),12=1237(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1606/687, 3-16=.552/106,4-16=-414/123, 4-5=-409/126, 7-8=-251/282 BOT CHORD 2-12= 546/1672, 11-12=-5461776, 10-11=-637/560, 9-10=-637/560 WEBS 3-12=-117Tx11546, 3-11=-1095/965, 5-11=-112/373, 5-9=-636/720 Structural wood sheathing directly applied or 5-7-0 ore pudins, except end verticals. Rigid ceiling directly applied or 6.0.0 oc bracing. 1 Row at 111 7-8, 5-9, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=19ft; B=91 fC L=115N; eave=131t; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-6-13 to 6-0-7, Interior(1) 6-0-7 to 16-6-12, Exterior(2) 16-6-12 to 18-6d zone; cantilever left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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 beating plate capable of withstanding 487lb uplift at joint 8 and 10731b uplift at joint 12. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6934 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNMG- VedrydesignpvametersendREAD NOTES ON MIS AND INCLUO£OMNEKREFERANCE PAGE M 74T3rev. 10AU2015eEFORE USE Design Valld for,use o ly wUh Mnekrdconnectom iNs design Is based only Litton parameters shown, and Is tort an Individud Watling component not a Inns system. Before use, the Wlldng designer must verify the oppllcobilly of design parameters and properly Incorporate Ihls design Into the overall b cfingdeslgn.&achglndlcatedblopreventWcMhgOflndlviduallmssweban /orctwrdmemb moNy. Addilonaltemporaryantlpolmanenfbratlre MiTek' Is always regt9recl fa stability arq to prevent collapse wnh possItAe personal aQury and property damage. general daage. Far outdone regardn, the fabrication, storage. clelNery,erection oW bracing of trusses and mussy#ems, seeANSM1/OVO/ry CAF&M. DS"V and 8= Bugd4ly CamponRnF Safetyfntcomci oraval aWe hors Inns Rafe Insntule, 218 N. Lee street, Suite 312, Alexandria. VA 22614, 6904 Parke East Blvd. Tampa, FL 33810 Job Truss I fuss I ype ry My NOEL T15266442 75500 M7 HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL II 4x8 = 3x4 II Scale-1:45.0 1 6 17 7 3x5 = 6x8 = -fib - 3x4 = 6x8 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0. Plate GOP DOL 1.250 Lumber DOL 1.25 Rep Stress [nor YES Code FBC20171TP12014 DEL TC 0.27 BC 0.41 WE 0.97 Matrix -MS DEFL. in Vert(LL) -0.19 Vert(CT) -0.37 Horz(CT) 0.01 Wind(LL) -0.06 (loc) Ildefl Ud 9-11 >909 360 9-11 >457 240 8 Na Na 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 1161le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 1 Row at midpl 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. oh(sill) 8=53910-3-8 (min. 0-1-8). 11=1237/0-8-0 (min. D-1-8) Max Horz 11 --650(LC 12) Max Uplift 8=-445(LC 12). 11=-1115(LC 12) Max Grav 8=635(LC 17). 11=1237(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1626/604, 3-15= 1614/621, 3-16= 1323/488, 4-16=-1313/550, 4-5=-1306/632, 15-6=-359/189 BOT CHORD 2-11=-492/1688, 10-11= 563/461, 9-10=-563/461, 8.9= 2931288 WEBS 3-11=-418/649, 5.11=-1029/1430, 5-9=-249J368, 6-9=-164/348, 6-8=.604/607 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; B=91i; L=11511; eave=13f ; Car. II; Fxte D; Bid., GCpi-0.18; MWFRS (directional) and C-C Extenor(2)-1-6-13 to 6-0-7. Interior(1) 6-G-7 to 14-6-12, Extenor(2) 14-6-12 to 18-6.4 zone; cantilever left exposed ;C-C for members and forces & MW FRS (or reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adegdate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with anyother live loads. 5) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 445lb uplift at joint 8 and 1115 Ib uplift at joint 11. LOAD CASE(B) Standard Walter P. Finn PE No.22339 MiTek USA, Inc. FL Cott 6B34 SS04 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 ® WARNING -Vedlyda9ApamnmWrs.dREAONOTES ONMSAND INCLUDED MIFEKREFERANCE PAGE M6]473rev.10,02 15BEFOREUSE. Designvalid for useoNywllh MlfekOconnectors. Mdesign hbased only Upon Parametersshoum, and Is faran Individual building c rnl neat, tart a truss system. Before use, the bulking designer must verity the oppllcaMity of design parameters and Noperly hcorr crate Ih6 design Into the overall buIci design. tracing Indicated is to sovent tackling of WIAduat cuss web and/or chord members only. Additional temPoray and Permanent bracing MiTek' 6alwaysregrlredforstabellyot to Ixeventcollc withpossiblemmndhiayarilproperlydanage. Forgeneralguidanceregacav Ica (-bdtiomt-age.delNery,ereclionondUhgoffnlssesandcusssystemsWeA-14WilQualffyCiftrb,DSB-89mdBCSiguldblgCompment 6904 Parke East Blvd. Soby N/olmaNOmvasade can It= Plate Institute. 218 N. Lee Street, suite 312. Alexandra, VA 22314. Tana, FL 33610 Job =a I cuss I ype y NOEL T15268443 7550D MA Monophch 1 1 Job Reference (optional) chambers Two, Inc., Fog Pierce, FL Run: 8.130 9 OC1262017 PIInC a1s0 5 JU1202D18 MI I9K InUUM1199, Inc. rn wi 0 wiz:w 2ula Ya6B 1 ID:AhPI7e7BXJ8HSrGr2uyW F2yX6uq-jsOVGYkOmplaTgjaLUPzSUg4YueO3eDPBZIF7yWSRv a-s D 4.9 0 GA 6.00 12 43x4 It axe = 3 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.02 3-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ven(CT) -0.04 3-4 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.14 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.00 4 .... 240 LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (IWsize) 4=201/Mechanical, 3=201/Mechanical Max Horz 4=171(LC 12) Max Uplift 3=334(LC 12) Max Grav 4=201(LC 1), 3=305(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 220/406 SOT CHORD 3.4=339/123 WEBS 11-3=-1651455 Scale=1:36.0 PLATES GRIP MT20 244/190 Weight: 381b FT=20% Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19f : B=91N; L=11 Sit: eave=13N; Cat. II; Exp D; End., GCpi-0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL—.1.60 plate grip DOL=1.60 2) This truss has'been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer t0 girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 334 lb uplift at joint 3. 1 LOAD CASE(S) Standard Walter P. Finn PE No.22636 6UTek USA, Ina FL CeH 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 AWARNWG-VedydesgnpammeteroAndREADNOTE6ONMA: MID WCLUDEDMREKRE£ENANCEPAGEMss7V?me16D3/10158EFOREUSE Design valid for Use oNy Wth Welds connectors. INS Cedgn Is based ONy upon parameters shown. and Is for un l dlvldrwl W9ding component hot a Uus system. Before use, the bWhdng designer must vetlfy the appiicablity Odesign parameters and promily Incorporate this design Into the overall bIDdingdedgn. Bradnginolcatedistowevent WckitrQoflndMdualbuswebarxl/orchordmembeaoNy. Addlliorwl temporary antl permarrent bracing MiTek' Is always requUed forstabenyad to prevent coliopse with Wsskxe pelsonol erpay and Vopedy clarncpe. Forgeneralgddarweregadngttle fabrication.storage,dellvery.erecllonondlxacklgofhosesandhuesystemsseeANSUm/FQuaftyCMod%D5849and BCMWMA,g Component 69U Pnda Eest Md. Sal@fyNfonnalb affable from N55 Rate Institute. 218 N. Lee street. State 312, Nexandrla. VA 22314. Tenpe, FL =10 Job wss meS ype y NOEL T15269444 ]SSDD MB Monopach 1 1 Job Reference (opt onal) Chambers Truss, Inc.. Fog Pleroe, FL Fun: 8.1305 Od 2620.. .... 8.130 s Ju1202018 tWTek Intlusrsies, Ire. Fd Oct 5 14:1221201a Paga 1 ID:AhPIye7BXJ8HSrGr2uyWF2yX6uq-B2_tUul2c5yuBdPw820eW6 rq;t6iW kerJmRyWSRu 6.00 F12 3x4 4-9-0 490 Scale=1:36.0 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) -0.02 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Ven(CT) -0.04 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBG2017frP12014 Matrix -MP Wind(L-) 0.00 4 "" 240 Weight: 38lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=201/0a-8 (min. 0-1-8), 3=201/0-3-8 (min. 0-1-8) Wax Horz 4=171(LC 12) Max Uplift 3=-334(LC 12) Max Grav, 4=201(LC 1). 3=305(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 pb) or less except when shown. TOP CHORD 2-3=220/406 BOT CHORD 3-4=-339/123 WEBS 1-3=-165/455 Structural wood sheathing directly applied or 4-9-0 no purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psp BCDL=3.Ops1; h=191t; B=91 it; L=11511; eave=13N; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and GC Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 Wide Will fit between'the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 334111 uplift at joint 3. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 5,2018 ®WARNING -VedrydesignparametersendeEAD NOTES ON TNISANDWCLUDEDMDEKREFEWNCEPAGEM674M.r .. 10103401SBEFORE USE Deslon valid for use only won MIIelr0D connectors. The design h based only upon paameters shown, OW Is for an IndMctid building component, lot a truss system. Before use, the hulldIng designer must verify the appllcadilly of design parameters and property Incorporate this des'gn Into the overall building deslien: &mine Indicated is to buckling of lrWlvldtol fruss web and/or chord members only. Addlllonai lemporary and permanent bracing MiTek' prevent k always reguIrelfor stablllly arxf to prevent collapse with possible personal lao,y and property damage. For general guldonce regarding the fabrkwtlon. storage. delivery. erection and bracing of trusses and lens systems, weANSOVII Quality CrBAdp, DSB49 and BM Balding Camponenf 6904 Parke East Blvd. 6904P Park.East0 Satisfy Wormalbxgvallade from Tres Plate Ins11Me, 218 N. Lee Street, Suite 312, Aexandd0. VA 22314. Job russ russ type Cry NOEL T1526B945 75500 MHV6 Vaaey 1 1PIy 1 Job Reference (optional) CharMam Truss, Inc., Fod Plerce, FL Run: 8.130 S Oat 262017 Pllni: 8.130 6JUI 202015 Mn ex ubustne5, Inc. r8 ucl a W:12R12018 ease i ID:AhP17e7BXJBHSrGr2uyWF2yX6uq.82 tUul2c5yuBUPw82OeWgOssxF37WHNerJrnRyWSRu 5.7-14 660 54-14 Io 4-2a-2 3x4 II 3 5 4 3x4 G 2x3 II 3x4 II LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) rVa - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vett(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=74/6-0-0 (min. 0-1-8),4=101/6-0-0 (min. 0-1-8),5=296/6-0-0 (min. 0-1-8) Max Horz 1=200(LC 12) Max Uplift 4=-91(LC 12). 5= 267(LC 12) Max: Grav 1=74(LC 1), 4=127(LC 17), 5=372(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-370/154 WEBS 2-5=3201585 Scale=1:18.3 PLATES GRIP MT20 244/190 Weight: 23lb FT=20% Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19ft; B=91ft; L=1151t; eave=1311; Cat. II; Exp D; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exlenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 vrill fit between lthe bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 4 and 267lb uplift at joint 5. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33810 Date: October 5,2018 ® WARNING -Vwltytlasrgnp aramommandREADNOTESONTHISANDWGLUOEOMREKREFERANCEPAGEMU-74".re..fONIRJI5SEFOREUSE Design Vdid fat use only with M&16D connectors. This design Is based only upon parameters shown and Is for an Individual Watling component, not �� a from system. Before use, the Widng designer must vedly the applicability of design parameters and properly Incorporate ma design Into the overall Widingdesign.'BrmbglrWlcatedlstoaeverdbucOlrgofirWlvlduollruswebond/orchordmembersoNy. AddilontempaaryandpermanenlbroalW MiTek' Is dways required tw stability and to prevent collapse Win posslae person Inlay and property damage. For general guidance regarding the n storage, delivery, erection a faeloallontl bracing of hums and buss systems, somMili /➢li Oua®y05sdv, DS&SP and LCSI Mines, Component 004 Puke East Blvd. Salelyfnbrmatkmrvallable from Truss Plate Insf ft te. 218 N. Lee sheet. suite 312, NexaWda VA22314. Tarry., FL were Job Truss mss I ype Uty Fil NOEL T15268446 7550D Wvlo Valley i 1 Job Reference o tional Scale - 1:18.1 6.00 FT 4x4 = 2a3 11 3.4 11 2 3 4 7 6 5 3x4 i 2x3 II W 11 3.4 II LOADING (psp TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.54 BC 0.22 W B 0.17 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (roc) Well Ud - n/a 999 - n/a 999 5 n/a rJa PLATES GRIP UT20 2441190 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, except BOT CHORD 2z4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-0-0. (lb) - Max Harz 1=S4(LC 12) Max Uplift All uplift 100 Ib or less at joints) 1, 5 except 7= 14B(LC 12), 6= 285(LC 8) Max Grav All reactions 250 lb or less atjoinl(s) 1, 5, 7 except 6=405(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-7=-1561303, 3.6= 318f555 NOTES 1) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f1; B=91ft; L=1151t; eave=13fl; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C E)dedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in 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, 5 except Qt=lb) 7=148, 6=285. LOAD CASES) Standard Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 8834 6904Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING. Vedrydoslgnpar afemandaEADNOTESON T ANDINCLUDEDMBEKN£FEMNOEPAGEMR44nmI . 10=20I5BEFOBEUSE Design vdld for use only with MiTek@) connectors. nil, design Is hosed only again Parameters shown. anal Is for an eMividual Wilding cromtaonent, trot �� th a Inns system. Before use, e building designer must vedfy the appllcabillty of design Prs arameteand propproperly Incorporate thls design Into the overall b ldirgdeslgn.&acNgindbatedlslopreventWcklingofiMWd lrusswebarW/orc dmemWmoNy. Addilior lempor mdme are fbrachg MiTek' possUlelRrMte Ntuy Fm gen89anddoncetldk,gC Me kalwaysrestmde.dellveryarMloprevenlachg �ab tleldeforn tt ondreat sSam31,Aox 5ndfla, p Barb, OSB-0➢mM SCSI BOBdflg Component ANMPpertyda Cfflo Temp Parke Blvd. folnstorage. Trussandbaitme, 18N. 22314. Sol�fyfnMlmOMergvdlobe hem suit Rate In511Me, 21B N. Lee Street, Suite 312 Plexondda. VA 22$14. Safety 33610 Terrya, FL 33610 Job russ runs type Qty Ply NOEL T/526844] 7550= MHV12 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce FL Run: 8. ta0 a Oct 26 2017 Print: 8.130 a Jul 202016 MITPX Industries, Inc. Fri Oct 5 14:12:23 201e Naga t ID:AhPI7e7BXJBHSTGr2uyW F2yX6uq-7R6duZmlBiCcRwZIFT26b56EXIxPbOL/59oysKyvl�SRs 3-&15 I 6-0.0 9-0-0 I 12.0.0 3-8-15 2.3-1 IN 3-0.0 Scala - 1:20.0 4x4 — 2x3 II SO 11 3 4 5 9 8 ] 6 &4 era II 2x3 II era II 3x4 II LOADING (psi) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TC 0.32 BC 0.13 W B 0.14 Matrix-S DEFL, in Ve OilNa Vert(CT) rVa Horz(CT) -0.00 (loc) Wall Ud - n/a 999 - Na 999 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 49 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0.0. (lb) - Max Horz 1=207(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 1, 6 except e_ 138(LC 12), 9= 269(LC 12), 7= 215(LG 8) Max Grav All reactions 250lb or less at joint(s) 1, 6, 8 except 9=374(LC 17), 7=305(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=262/108 WEBS 3-8=-149/260,2-9=-298/466,4-7=-240/388 NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=19N; B--91fl; L=115fl; eave=1311; Cat. II; Exp D; End., GCpi=0.16; MW FRS (directional) and " Exterior(2) zomaC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in 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 Ito uplift at joint(s) 1, 6 except (It=lb) 8=138, 9=269; 7=215. LOAD CASE(S) Standard Walter P. Finn PE No.22039 M7ekUSA, Inc. FL Cad 6636 69UParkke East Blvd. Tampa FL 33610 Data: October 5,2018 A WARNING -Vedly daalgn Parameters; antl READ NOTES ON THIS AND INCLUDED MREK REFENANCE PAGE M67473 mv. I4,10112015 BEFORE USE Design valid for use ONy with Wake c-onnactom. Tits tlodgn Is based arty upon parameters shown, and Is for an hdMdual bu oing component, not a truss system. Before use, the building designer must vaulty the appllcabalty of design parameters and l: olearly incorporate this design Into the overall brldor,cesign. DactrrglrWkatetllstopreventbuckargoflnaMduaitruss weband/or chord members any. Adc111ionaltemporarymdpermamnlbraGng MiTek' Is always required for Madllty antl to prevent collapse wms possible personal InMy and properly damage. For general galdanca regard ng the fabrication. storage, delNery.erecton and bracing of muses and tma systems. seejusunIPll Quality CMerb, DSB49 and 11M Bu9dhg Camponenf 6904 Parke East Blvd. Safety(nlormafbmvcLable hom Teas Rate Institute, 218 N. Lee Street, Slate 312, Alexanchn, VA 22314. Tarry., FL 33610 o Truss runs ype ry y NOEL T15268448 I7550D N4N1q Va9ey 1 1 _ Job Reference (optional) Chambers Trace, I... Fon Pleme, FL Run: 8.130 s Oct 262... PnnI: 8.130 s Ju1202018 N9TeK hMusldes, Inc. I'd Oct 5 14:1224 2018 Page l ID:AhP17e7BXJ8HSrGr2uyW F2yX6uq-bdgO6YnwuOKS248VpAZL8loFH9GYKSFpKpXWOmyW SRr 4x4 = 3x4 11 Scale =1:29.7 3x4 i 9 8 7 6 2x3 II 2sL1 11 2X 3 II 3x4 II 10-0-0 4.0-0 LOADING (pat) r SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) nra - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES We 0.22 HOrz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 64 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, BOT CHORD 2x4 SP M 30 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0.0. (lb) - Max Ho It 1=360(LC 12) Max Uplift All uplift 10011bor less atjoint(s) 1, 8 except 6=-120(LC 8), 9=-466(LC 12), 7=-228(LC 12) Max Grav All reactions 250111 or less atjoint(s) 1, 6, 8 except 9=656(LC 17), 7=404(LC 17) FORCES. (III) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-451/189 WEBS 2-9= 5007753,4-7=-241/396 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=3.Opsf; h=19f ; B=91ft; L=115f ; eave=13R; Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-7-7 to 8-0-0, Intedor(1) 8-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-10A Zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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, With BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 8 except (jt=lb) 6=120, 9=466, 7=228. LOAD CASE(S) Standard Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING -yedly das/9n parameters and READ NOTES ON MIS AND INCLUDED MIFEK REFERANCE PAGE MP7473 rev. 10111474115 BEFORE USE. Design valid for, use oNy with MITek9 connectors,TNs clesign is based omy upon parameters drown, and is for ana Ivldual bIDtling component,trot a Inns system. Before use, the building designer must venfy the appllcatorry of design parameters and properly Incorporate this design Into the overall butdanceslgn!&acinglntlbaledIstoWeventbucklingofhstlNitluaihusweb and/or chord membersoray. Addillonailemporaryondpeimanentbracing ■.�YI� MiTek' Is always required for stab9lty and to prevent collapse with pasble personal Injury and property damage. Far general guidance regarding me storage, delivery, erecllon aM brackxl of tenses and from s alems. smA VWMI1 CUaIay CAfelb, DSS 89 and SCSI Beading component 69D4 Parke East Blvd.fabrk:atlon, Sobfyln/oemafbmv6lode from Truss Rafe ImIlIfle, 218 N. lee Sheet. Suite 312, AlexcMft VA 22314. Temae. FL 33610 Job Truss I russ I ype Qly y NOEL T1626B449 75500 MV2 Valley 2 1 Job Reference o Ronal cheapen I russ, inc., ran rrerce, m 3x4 i ID;AhP14e7B%J8HSrGr2uyWF2yXfiuq-3gEOJFOYiJSJgEihNu4agWBdeZeS31__yYTH3wGyW99q 2 9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(L/a L) n - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 rJa ril BCDL 10.0 Code FBC2017,rrP12014 Matrix-P LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=56/2-0-0 (min. 0-1 -8). 3=56/2-0-0 (min. 0-1-8) Max Horz 1=47(LC 12) Max Uplift 1=-27(LC 12). 3=-50(LC 12) Max Grav 1=62(LC 17), 3=70(LC 17) FORCES. (Ib) - Meal. ComplMa c Ten. -All forces 250 (lb) or less except when shown. scale =1:7.7 PLATES GRIP MT20 244/190 Weight: 6lb FT=20% Structural wood sheathing directly applied or 2-0-0 act puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8=91ft; L=11511; eave=13f : Cat. 11; Exp D; End., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonooncunent 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 1001b uplift at joint(s) 1, 3. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: October 5,2018 ® WARNING- Verfrydeefgnpammefarvaad READ NOTES ON THMANDINCLUDED MMEKNEFERANCEPAG11111Jrev, 11151E USE *R Design valid fol'use only N4lh Mnek9 connectors. This design is boxed orly upon parameters shown andlsfnmlMMWalbuadingcomponent. not a tnrsv system. Before use, the ballding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldlffgdesgn. Br d gInOlcatedlslopfeventMoklagofindlNdualtwmw boM/oreWcimembersody. Atldlllorwllempomryattlpennanenttxachsg ili��■■` MiTek' Is always required far stabalfy anal to prevent cdIci v4lh poffile personal Injury and property carnage. For general guidance regarding the fabrcaf an, storage, dervery, erecflon and braclW of hueses and hues systems. seeAfflw1/ GUc@y Crlerb, DSB-09 andSCSI MrBdbp Component 6904 Pork. East BN4. SOtefy Ntormafbmvdlode from Truss Bate InsIIMe, 218 N. Lee Street, Sure 312, Alexandra, VA22314. Tana., FL 33610 0Truss I Was I ype Uryy NOEL T15268460 ]5600 MV4 Valley 3 1 � Jab Reference o lional chambers Trun, Inc,. Fort Pierce, FL Hun: 0.1 Ju. LumG ulI YMI:tl.1JV 5JUILV CV ID M11BR 111YY511195, 111G. "eav, i IV:I[:GO <V mo ruyx, ID:AhPl7e7BXJSHSrGr2uyWF2yX6uq.XOnm%boBOdaAIOHbmbpDjkeZywtooE6n7OcTeyWSRp 3x4 i 30 11 Scale=1:12.7 LOADING (pso SPACING- 2-G-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n(a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 14lb FT=20-A LUMBER- BRACING - TOP CHORD 2x4 SP NO.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Iblsize) 1=146/4-0-0 (min. 0-1-8),3=146/4-0-0 (min. 0-1-8) Max Horz 1=124(LC 12) Max Uplift 1=-70(LC 12), 3= 132(LC 12) Max Grav 1=162(LC 17). 3=183(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-160/294 Structural wood sheathing directly applied or4-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=1911; B=91 ft; L=115ft; eave=1311; Cat. II; Exp D; iEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions show; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Q1Jb) 3=132. LOAD CASE(S) Standard Walter P. Finn PE No.22030 MRek USA, Inc. FL Cod 6634 69M Parke East Blvd. Tampa FL 33610 Date: October 6,201 S ®WARNING -Vedfy design parameters and READ NOTES ON TUN AND INCLUDED MITEK REFERANCE PAGE MOJ073 rev. I01X]/2015 BEFORE USE. DeYOn valid for usa oNy vAlh Mlleie®connactms. R,Is design 5 hasetl oNy UpOh parometem shown, and Is tot an hdMtlUol buading compohent. trot a no"system. Before use. the bNiding tledgneI must vemify the appllcabllity of design porOr0elems and properly Incomporale ruts design Into the overall bulldla deslgnll&acingln tadls to prevent Wckling oflndNlduol imussweb amw/of choftlmembers only. Addlilorwl temporary mtlpemmanent bradrg M!Tek' S OWOys feQVf20 /Of 610W h/ Gnd 10 pteVEm CO10pSC WIII, pOSrtble lUem50nn1f11Vry OMI pfopem' (1ry11Q32, fOf genafa gVdOPCe fBGOfdllg the fabllcaibn storago, tlelNery, erection and Ixadrlg of Imssesand imussystems, seeAN5Dryl1 CUO10y CIPeM, DSB-0➢dntl BCSY wYdblp Odmponenr 69N Parke East BNd. Sem, Oramen, mv"'al, from Tnas Plate Insiltute. 218 N. Lee Street. Sulte 312. Plexmldda. VA 22314. Ta,1pa, FL 33610 o rus5 raw y NOEL T15266451 7550D MV6 Valley 1 1 •� Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL nun:e.rave vcnzoemr root. e.rwsammm,om,iaa a,we„iw,i„o. , .< yes ID:AhP17e7BXJ8HSrGr2uyWF2yX6uq.XOnmXboBGdaAIOHdmW6bbpDjkjbyyEon71 eyWSRP 30 II 5 4 3x4 i 2x3 II 3x4 II Scale=1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.39 Vert(LL) n/a - n1a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Verl(CT) Na - n/a 999 8CLL 0.0 ' Rep Stress ]nor YES WB 0.17 Hcrz(CT) 0.00 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 23lb 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=74/6-0-0 (min. 0-1.8), 4=101/6-0-0 (min. 0-1-8), 5=29616-0-0 (min. 0.1-8) Max Horz 1=200(LC 12) Max Uplift 4=-91(LC 12), 5=-267(LC 12) Max Grav 1=74(LC 1), 4=127(LC 17), 5=372(LC 17) FORCES. (Ib) -'Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOPCHORD 1-2-3701154 WEBS 2-5=-320/585 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 13=91fl; L=t151C eave=13ft; Cal. II; Exp D;, Encl., GCpi=0.18; MW FRS (directional) and C-C ExIm0T(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord boning. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Ib uplift at joint(s) 4 except (jtdb) 5=267. LOAD CASE(S) 1 Standard Walter P. Finn PE No.22839 Make USA, Ina FL Cad 6834 6004 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 QWARNWG.Ver*des/gnpammetem=dBEAONOTESONTHSANOWCLUOEDMWEKREFENANCEPAGEM9.7473mv. 1041,.32015BEFOBEUSE Deign valid for use only Win Mltek®ccnhecids. This design Is based only upon parameters shown, and 0 for an IMMcival bufflai lg comporuant net �R w` a Inns system. Before use. the bulid rx, designer must verfy the applicability of design parameters and! properly Incotfromte Ihh design Into the overall buidingdesign:&acht, Indicated is to prevent buckling of lrWlvklual hussweb and/or chord members only. Addlllonaltemporaryandpermanembrocing 0 always required far stability and to prevent collopse with possible personal a11ury and Ixoperly damage.. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of tiussesond trusssystems. seeANSUM11 Auaiay CdrNda, DS949 and BCSI attendants Component 69N Parke Encl Blvd. SotltytnfomlaitClW Vdlcble from Truss Plate Institute, 218 N. Les Street Suite 312, Alexandra, VA 22314. Tru pa, FL 33610 Job rusS I was Type Cry NOEL T15268462 7560% PEA Piggyback 2 jPIy 1 J Job Reference (optional) cnaRDaR TMS9. m c.. non Vleroe, rL 44 = 6.00 i12 ID:AhPI?e7BXJSHSrGr2uyW F2yX6uq-ybTu9dr3jYyl9rOSck9W rMMF8Avk?7gYT5FG3zyWSRm Scale =1:35.6 3x4 = 15 14 13 12 11 10 3.4 = 2YJ 11 3x6 = 3x6 11 3x6 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS'. TC 0.37 BC 0.39 WS 0.14 Matrix-S DEFL. in Vert(LL) nta Verl(CT) n/a Horz(CT) 0.00 (loc) Well Ud - n/a 999 - n/a 999 9 PIG n/a PLATES GRIP MT20 244/190 Weight: 651b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 4-7: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.3 10-0-0 oc bracing: 14-15. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. Allbearings2l-4-0. (Ib) - Max Horz 1=-107(LC 10) Max Uplift All uplift 100 lb or less at joml(s) 9, 15 except 1— 137(LC 17), 2-275(LC 12), 14=-325(LC 12), 10-256(LC 12), 13= 260(LC 9), 11-252(LC 8) Max Grav All reactions 250111 or less at joint(s) 1, 9, 15 except 2=383(LC 17). 14=449(LC 22), 10=409(LC 22), 13=365(LC 1), 11=353(LC 22) FORCES. (Ib) -;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS I4-14— 359/466, 7-10=-315/457, 5-13=-290/327, 6-11=-280/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops1; h=19ft; B=91 N; L=115ft; eave=13ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-15 to 5-9-0, Interior(1) 5-9-0 to 19-6-0, Exterior(2) 19-641 to 21-0-1 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires Continuous bottom chord beading. 5) Tiffs truss has been designed for a 10.0 psf bottom chord live load nonconcursent 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-" 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 vdthstanding 100 Ib uplift at joint(s) 9,15 except (jt=lb) 1=137, 2=275, 14=325,10=256, 13=260, 11=252. 8) See Standards Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S)I Standard Walter P. Finn PE No.22639 MiTek USA, Inc. FL Can 6634 69M Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNB/G- Verity design parameters and READ NOTES ON THIS AND INCLUDED MNEK REFERANCE PAGE MIP74M rev. 1041BRU15 BEFORE USE valid for use of Win MITeKd Contractors. M design s based only upan Parameters shown, and Is for an Indlvidual WJd:ng comWiteni, not all' a buss System. Before Use, the Wilding desbnor must very the applicability Of design parameters and propproperly Incorporate this design Into the Overall Weldingdesslgn.arcane Indicated Is to buckling ofidlvidual trussweb anevor chord members only. AddlllonallemporaryandpermanentiWairg IF MiTek' prevent Is always secured for stabilliy and to Prevent collapse with possible personal rjury and property damage. For general guidance regarding the fatnk:ation, storage, delivery, ewcnon and bracing of trusses and has Systems, WeANSWP/1 Qua//ppyy CrdeM, DS049 and BCSI BuYONg Component 6904 Parke East Brod. Salarymbnnafbmvallade from Tens Rote Inslitute, 218 N. tee Street. Sure 312, Atemndda, VA 21 14, 7oWa, FL 3361 e 0 Fuss rusS type y NOEL I T15268453 Tss90 Be Piggyloack 7 1 •.� Job Reference o tional Ghamb9M Truss, Inc.; FOn Fierce, t-L I 4x4 = 3 6 44 = 4x4 = Scale =1:14.4 Ia 7-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.43 Vert(L-) rVa - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES W B 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.3 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-7-0. (Ib) - Max Horz 1=107(LC 11) Max Uplift All uplift 10011bor less at joint(s) 6 except 1= 147(LC 17), 5=-110(LC 18), 2=-284(LC 12), 4=-284(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 2=374(LC 17), 4=352(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7rA 0; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=191t; B=91It; L=115f; eave=l3ft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exleror(2) zon%C-C for members and forces & MWFRS for reactions shown; Lambei DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jtdb) 1=147. 5=11W2=284, 4=284. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASES) Standard Walter P. Finn PE No.22839 MITek BSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: October 5,2018 I ®WARNING-V.iWdes/gnpardmetersand READ NOTES ON MIS AND INCLUDED MREKBEFEBANCE PAGEMe,7473mv 1O/034a15BEFONEUBE. Dedon vatkl for use oNy with MlrekLl cunnectols. ItJs tleslgn Lt Fwsetl oNy upon Paamaters shown, and Is fel an Individual Iwllding aomponahf. not O Inra system. Bofore Use, the hat alin tles finer must vasty the applicability Of design parameters oM properly ncoiporale thh tleslgn Info the Overall bulltling deslgn.IwacalglMlcatedl5 to prevent buckling of lntllvltlual lmssweb antl/oroheld members only. Adtlitlo_I temporary antl permanent bracing MiTek' k always requlretl for stabllliyantl to prevent collapse with possible personal Nlury and property damage. For general gultlance regartling the fabrlcatbn. storage, delivery, erection and blue, of busses and truss systems, seapNSl/IP11 GUD/Ry Cdfedo, DSBd9 antl SCSI Bu®dbp Component 6904 Parke Eost BNtl. SDloty MblmaDclnvallade nam rnra %ate InsaMe. 218 N. Lee SVeel. Suite 312, PlexantlAa. VA 22314. Tmrge. FL 33610 Job I russ I toss Type Qty NOEL T15268454 75500 PBC Pig9Ybeck 1 jPIY 1 Job Reference (optional) Chambers Trass, Inc.. Fon Pierce, FL Hum 6.13u 9 UCt zti zm r rnm: n.IW s am Cu Gran Mn e[,nousnea, roc. rn Vcr a col icx zam ruae , ID:AhPI?e7BXJ8HSrGr2uyW F2yX6uq.MA91 netxOTKKWI7 HsiDS_f4N?mCVx_92TxgIyWSRj 6.o0 12 4x4 = 3x4 = 2x3 11 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX TYPICAL. 44 = 2x3 II LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a - n/a 999 TOOL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. Allbeanngs7-7-0. (Ib) - Max Horz 1=52(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 6,2 except 8=-129(LC 12), 7=-161(LC 12) Max Grav All reactions 250lb or less at joint(s) 1, 6, 2, 8 except 7=251(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-8=168/332,4-7=-199/384 3x4 = Scale a 1:14.4 PLATES GRIP MT20 244/190 Weight: 211b FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=91f1; L=1151g eave=lift; Cat. II; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exorior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psr on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2 except (jt=lb) 8=129, 7=161. 8) See Standard Industry Piggyback Thus Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Waiter P. Finn PE No.22939 Mirk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNWG.Vedfydedgnparameferoend READNOIESONTN/SAND/NCLUDEDAIDEKREFERANCEPAGEM174]3mv. 10=2015BEFOREUSE Design volW for use oNy w4th Mneke connectors. lNsdesIgn Is based only uVpar oh ametea shown, and Is for an atdMW e tlual dIng component, not ��' a truss system. Before use, the WfIdIng desigrux must verify the applicability of atesign parameters antl popery Incorporafe this design Into the overall bWtlingtlestgn. aracNgWM tedbloprevenfWckligofiWMdudimssweband/orcMrdmembetsorly. Addlliorgrlemporarymdpermanentbracirg MTek' Is always regWred fa slab011y antl to prevent collapse with possble personal injury aril properly damage. For general gnldance regarcIg the fdrlcafion.storage, dellvery. erection crud beadrg of busses antl bus systems seeAN5UMIJ CuaW CrBedn, DSB49 and BCM W9ding Component 6904 Parke East Blvd. SayalyNlonnagomvdrable Rom Trum Rate Inslllute, 218 N. Lee Street. Salle 312. Fdexand0a. VA 22314., Tampa, FL 3W 10 0 russ runs yp¢ y NOEL T1520455 ]5500`� B Common 1 i Job Reference o tional ChanbBre Truss, Inc, Fnn Plelce, FL mun:us3oa m2bzvl/Yllnl: tl 1 Ju S JN zu Lui a no l as l Mus,rie5. Inc. III wi a is:ie.i 'orate, IUAhPI?e7BXJ8HSTGr2uyW F2yX6uq-IYGnCKvCY4a2FdvOPHIhYP35NBcbgM5HBMy11ByW SRh 5-2-6 8-6-0 11-9-10 17.0-0 r 5-2-6 3.3-10 3-3,0 52.6 4x4 = Scala - 1.30.1 Ig 5x8 = 3.4 = 3x4 = LOADING (pso TCLL 20.0 TCDL 15.0 j BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.34 BC 0.41 W B 0.26 Matrix -MS DEFL. in Vert(LL) -0.07 Vert(CT) -0.17 HOrz(CT) 0.02 Wind(LL) 0.08 (too) VdeB Ud 6-12 >999 360 6-12 >999 240 5 Na Na 6-12 >999 240 PLATES GRIP MT20 2441190 Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=76510-8-0 (min. 0-1-8), 5=76510-8-0 (min. 0-1-8) Max Horz 1 _ 263(LC 10) Max Uplift 1=-528(LC 12), 5= 528(LC 12) Max Grav 1=781(LC 17), 5=781(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-1256/1352, 2-13=-125311369, 2-14= 987/1095, 3-14= 953/1107, 3-15=-95311107, 4-15=-987A095,4-16=-12SN1369, 5.16=-1256/1352 BOT CHORD 1-6=-1077/1216, 5-6— 1077/1087 WEBS 3 -6— 735/692, 4-0=-478/617, 2-6=-477/617 NOTES- 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--7.2psf; BCDL=3.Opsf; h=19ft; 8=91R; L=115ft; eave=13f ; Cat. II; Exp D; Encl., GCpi=0.18: MWFRS (directional) and C-C EMefior(2) 0-0-0 to 7-7-3, Interior(l) 7-7-3 to 8-6-0. Extedor(2) 8-6-0 to 16-1-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent avith 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 10016 uplift at joint(s) except Gt=lb) 1=528, 5=528. I LOAD CASE(S) Standard WaltorP. Finn PE No.22039 MITIk USA, Inc. FL Cart 6634 69D4 Parka East Blvd. Tampa FL 33610 Data: October 5,2018 ®WARNWG- Vedydeslgnpar etema dREAONOTESONTNISANDWCLUOECUR KREFERANCEPAGEMR7473rev. idBYlgtSBEFOREUSE �w� Design valld for Use. ody WM Mllekia co ,atom. lNs design 6 based arty upon Parameters shown. and is for an Individual Wilding component,rat a truss system. Before use. the building deme, must Verify , appilcabltty of design parameters and properly hootporate this design Into the overall +.�Y�f butdagdeslgn.&acalgkdicatedhmoprevenfWckiingoflndivMi tmz"bord/orctardmemb moNy. AddlllonalrempororyaldPermasentbracmg MITeW a always regWad for stoodry and to prevent colls�.a with possmie personal inUay and WopeM damage. For general riddance regadlrg the fabucatbN storl delivery, erection and bracing of buses and arms systems ca vkNSyfP11 CuaRy QSead, OSB4e and JIM eugding Component 6904 Parke Eos1 BMd. Safoly 3nfonnalkna?vallabte from Truss Plate Institute, 218 N. Lee sheet, Suite 312, Aceond0o, VA 22314. Tomaa, FL 33610 0I mss I russ I ype y NOEL , T15268456 TSSDD y; V4 valley 3 I Job Reference (optional) Chambers Truss, mc.. Fort Raise. FL nun: 8.130 a Oe126201T PMI:8.130 s Ju120 2018...Tek IndusiInc. FA Oct 5 14.12.34 20Ie Page 1 IDAhP17e7BXJ8HSrGr2uyWF2yX6uq-IYGnCKvCY4a2FdvOPHInas, hYP387BgSgODHdMytIByWSRh 3xd i 36= 2 ax4 A Scale =1:7.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Ved(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ven(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 Na BIB BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2A SP No.3 REACTIONS. (lb/size) 1=12414-0-0 (min. 0-1-8),3=124/4-0-0 (min. 0-1-8) Max Horz 1=-43(LC 10) Max Uplift 1=-86(LC 12), 3=86(LC 12) Max Grant 1=127(LC 17), 3=127(LC 18) FORCES. (lb) - Max. ComplMax Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-,10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf•, h=1911; 8=91ft; L=115ft; eave=1311; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide YAP fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of buss to bearing plate capable of withstanding 100 He uplift at joint(s) 1, 3. LOAD CASE(S) Standard Wafter P. Finn PE No.22639 04TekUSA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 ®WARNING-VadtydoggnpammefommdREAD NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM1F7473mx. I414MtQO1SBEFOREUSE. vdld for U. only With Mnek� connectors. THs design 6 based only upon parameters Shown. and Is for on lndFAdual bulding component hot 1`� Nil' a truss system. Before use, me building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall baildIngdesign. Wr glndk tedlstoprevenibuckilfgofiMlvidaalimoweban /orchordmembersoNy. Addliorwltempomwmdtl rmanentbfaclfg MiTek' Is always regdred for stability and to prevent collapse with possible personal laury and lxoperty damage. For general guidance regardig the fabdoatloa storage, delivery, erection and bracing of imsses and toss system& seegMSM11 eua/dy Winds, DSO-89 and BCS1 Belong Component 6904 Parka East Blvd. Safety NbanarbrgVallable from Trust Rate morals, 218 N. Lee Street. Wife 312. Aesawdm VA 22814. Tampa, FL 3361 D J ruse russ ype ry NOEL T15268457 75500 • VB Valley 1 1 s' Jab Reference (optional) Chambers Twee, Inc.; Fort Pierce, FL Run: 8.130a 00 26 2017 Pant:8.130 a Jul 202018 Mn ex lndustrim Inc. hn Uct 514:12:352016 Pagel ID:AhPi7e7B%J8HSrGr2uy W F2yx6uq.nfgAOgvgJOiv"Tcy_Gw4dbAxb77PsgRsOibHdyWSRg 4x4 = Scale-1:14.6 3x4 G 2x3 11 e-o-0 3x4 O 8-0-0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Ved(LL) nra - We 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n1a - mra 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code 1`8020171TP12014 Matrix-P Weight: 25lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or; bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=155/8-0-0 (min. 0-1-8), 3=15518-0-0 (min. 0-1-8), 4=299/8-0-0 (min. 0-1-8) Max Horz 1=105(LC ll) Max Uplift 1=-131(LC 12), 3=-131(LC 12), 4=-159(LC 12) Max Grav 1=165(LC 17). 3=180(LC 18), 4=299(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-228/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=19ft; B=91f : L-115f1; eave=13ft; Cat. II; Exp D; Encl.. GCpi=0.18: MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has beeri 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 Russ to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=lb) 1=131, 3=131, 4=169. LOAD CASE(S) Standard Walter P. Finn PE No22839 k1Rok USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 5,2018 QWARNING- VedfydealgapammorereandREAD NOTES ON THIS AND NCLUDED NREKREFERANLE PAGENIF74".e.. IO/OSNNSSEFOREUSE IAslgn valld foruseoruyvAM M9ek9connectom. iNscedgn ttbasedonlyupon pcvcnatersshovm.or isform hdMala twievencomponent rot a truss system. Before use, the Widlig des'gner must verify the appiicabally of doilgir paameters and properly Incorporate this dealgn into the overoll Wuangdeslgn. Worogindtatedis to prevent buckmr, oRrvcadud tnmwebarolorchond membersorvy. moruondiemporaryandpermanentbracing MiTek' b always reaulred for side IN and to prevent colic@se with pocaoka perconol mUay mtl properly damage. For general gradmce regarding the fodicalkm.storage, deiNeiy, erection mM bracing of nurses and Inns systems, sseAri 1plr Cua@yC ftda, DS949 and SCSI Buldb9 Comteananl 69" Parke East BNd. SatlyWonnatbmvdlade a. Ines Plate Inslllute, 21814. Lee Street, Suite 312, Plaxandaa. VA 22314. Tenpe. FL 33610 Job Truse, russ I ype Cry Ply NOEL T15268459 75500A 1 V12 VaOaY 1 1 Job Reference (optional) Chambers Truss. Mc., Fod Plaice, FL Scale =1:20.3 4x4 = 8 7 6 3i4 2x3 II 2x3 II 2x3 11 3x4 1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2.0-0 Pla[e Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC20177TP12014 CST. TC 0.34 BC 0.11 W B 0.14 Matrix-S DEFL. in 1/ed(LL) Na Verl(CT) Na Horz(CT) 0.00 (too) Well Ud - Na 999 - Na 999 5 Na Na PLATES GRIP Iv1T20 2441190 Weight: 42 lb FT=20/ LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bmcing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0-0. Qb) - Max Horz 1=-167(LC 10) Max Uplift All uplift 100lb or less at joint(s) 1, 5,7 except 8=-259(LC 12), 6= 259(LC 12) Max Gmv All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=362(LC 17), 6=362(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-8=-298/458, 4-6=-297/458 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vdt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1gN; 13=91 h; L=115ft; eave=lift; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This Truss has been designed for a 10.0 pal bottom chord live load nonconcument 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, be, 7 except (It=lb) 8=259, 6=259. LOAD CASE(S) Standard Walter P. Finn PE No.22939 647ek USA, Inc. FL Cod 6634 ll Parke East Blvd. Tampa FL 33610 Date: October 5,2018 A WARNNG-wedfydeslgn paremefenand READ NOTES ON TNISANDNCLUDEOMITEKREFERANCE PAGE M674"nov. 10roJrz015 BEFORE USE DesIgn wand for use on:y Wlh MIIeL9 mnnectas. Thh design Bbased oNy upon parameters shown. and Isfor an hall ual WRding component, not a Trusssystem. Befog use. the building designer must verily the appllcabaltyofdesign poametem and xot,erly Incomorato thltdeign Into the overall Wpdin3dedgm. BraclnglndkotedlslopreventW hgofhdMdual wwebond/orct rdmembersoNy. Ptldlllorwltemporaryantllae0nanenl0radrg MiTek' t always regWted for sfablllly and to prevenlcollapse wllh pos le personal loltny and properly damage. For genetal gdamce regarding the fabxallom stoage, dellveW,, erection antl bracng of trusses and truss systems.seeANWIPll QuoMy Crdnb, DSIB-09md SCSI Sulding Component 6904 Perks Eest BNd. BONfylnbrmalbmvdloble from Truss Bate msflMe, 218 N. Lee Street, State 312. Alexandria, VA 22314. Tairya, FL 33610 Job I N95 Type HY NOEL T152fi8459 75500+ Vi6 JUty Valley t i Job Reference (notional) Chambers Truss, Inc! Fort Pierce, FL 4x4 = 3x4 2 8 7 6 3x4 Q 213 II 2x3 II 2x3 11 Scale=1:26.8 LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in (too) MetUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) Na - n/a 999 BC LL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 5 n/a n/a BC DL 10.0 Code FBC2017lTP12014 Matdx-S Weight: 61 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-0. (Ib) - Max Horz 1=229(LC 11) Max Uplift All uplift 100lb or less aljoint(s) except 1=116(LC 12), 5=-116(LC 12), 7=-148(LC 18), 6= 476(LC 12), 8=-476(LC 12) Max Grav All reactions 2501b or less at joint(s) 1, 5 except 7=265(LC 12). 6=661(LC 18), 8=662(LC 17) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 132/293.3.4 132/293 WEBS 3-7=-349/152, 4-6= 5047727, 2-8=-5047727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 8--91 ft; 1_=115fC eave=13ft; Cat. II; Exp D; Encl., GCpi-0.18; MW FRS (directional) and C-C Ex(edor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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 1161b uplift at joint 1, 1161b uplift at joint 5, 1481b uplift at joint 7, 476lb uplift at joint 6 and 476lb uplift at joint 8. LOAD CASE(S) Standard Walter P. Finn PE No22839 h4'Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 5,2018 Q WARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED NrTENREFERANCE PAGE 119.7473 rev. 104)2101S BEFORE USE. ` Design valkl for use oNy v41h Mnek2J connectors. lNs design Is based oNy upon parameters shown and is for an hdividual Wilding component not a Inns system. Before use, the bolding designer must verty Ito applk:aWlly of design parameters and proparly Incorporate this desgn Into IN, overall WAOingdeslgn.Bracing lydlcated is to buckling oflndNlduxll hues web arc/or chord members only.Addlllonallemporowmdpermanenfba rig MOW prevent 6 always required for stability and to prevenl collapse with posslNe persorol"and property damage. For general guidance regardkxl the fabricatlon. storage, delivery, erecnon and bracM of Howes and Inns systems, seeANSM11 OuaiSy ClBerbl, DS849 and BCSI BuldbrB Campanant 6904 Parke East Blvd. SafetyWoanalbtwdlade ham Trues Rate Imf ute. 218 N. lee Street Sudte 312 Alexandra, VA n314. Taurya. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13 �4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. L L r�7 For 4 x 2 orientation, locate plates 0-'Id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in M111eK2D/2D software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1; National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 dimensions shown In sixteenths scale) (Drawings not to scale) JOINTS ARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTeka MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addifionol stability bracing for truss system, e.g. diagonal or X-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 alternotive 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 bullding designer, erection supervisor, property owner and all other Interested parties. 8. Cut members to bear tightly against each other. 6. Place plates on each face of truss of each joint and embed fully, Knots and wane aijoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection, 11. Plate type, size, orlentatlon and location dimenslons Indicated ore 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 telling is installed, unless otherwise noted. 1S. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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 projectengineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture In accordance with ANSI/rPI 1 Quality Cdterla.