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HomeMy WebLinkAboutTruss Packet Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek Fd RE: 74322 - Taarowicz Car Barn MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: Delila McKenna Project Name: Tatarowicz Car Barn Model: ` Lot/Block: Subdivision: Address: unknown City: Fort Pierce State: FL Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: 80.0 psf This package includes 55 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. I Seal# Truss Name Date No. Seal# Truss Nam pf/lKW =0 _ a Date oZoNgoo 1 IT111110471A 5/11/17 118 1 T11111064 FLK 15/11/17 �WWoc6Uw 12 1 T11111048 1 ATG 15/11/17 119 1T11111065 1 FLL 15/11/17 kwX�v� 13 1 T1 1111049 1 D 15/11/17 120 IT11111066I G 15/11/17 $ U.000wo i ` 4 1 T11111050 D1 5/11/17 21 1 T11111067 1 G1 5/11/17 b. o�u-ooWoww N 5 T11111051 D2 15/11/17 22 T11111068 G2 5/11/17 ` Z g W i F LL 5� v$ 6 T11111052 D3 5/11/17 23 T11111069 G3 5/11/17 ' o �z�2zO° c°' 7 !T11111053 D4 5/11/17 24 T11111070 G4 5/11/17 m o o�v_�°aW~qv .E 18 1T111110541D5 15/11/17 125 IT11111071 IG5 15/11/17 1 M ' w cco ZwOY� ;; o" 19 1 T111110551 D6 15/11/17 126 1 T11111072 G6 0~-— o 5/11/17 N ❑❑ °W�ga=�° 110 1 T111110561 FGA 15/11/17 127 1 T111110731 G RA 15/11/17 3 z Q it-w In= t a. Ill IT111110571 FLA 15/11/17 128 1T111110741 GRB 15/11/17 f LA 0-5 T� 0 c 112 1 T1 1111058 FLB 5/11/17 129 IT111110751GRD 5/11/17 IL�ZUV0LLW Q 113 1 T1 1111059 1 FLC 15/11/17 130 1T111110761GRE 15/11/17 W wZ°Zza°i 114 1 T1 11110601 FLD 15/11/17 131 1T1 1111077 1GRF 5/11/17 o �owi�w0< 115 1 T1 1111061 1 FLE 15/11/17 132 1 T1 1111078 1 GRG _ 15/11/17 o �16 �T11111062 FLF 5/11/17 33 T11111079 GRK 4 y �ag �owo 5/11/17 V > z-JzX 117 1T1 1111063 1 FLG 15/11/17 134 1 T1 1111080 1 GRW 15/11/17 1 = g o ZWzoo°crg-) Oro 0000u.dUu The truss drawing(s) referenced above have been prepared by MiTek 11110 p.Et- S. Y P parameters �.`�,�G••'�G E N USA, Inc. under m direct supervision based on the provided by Chambers Truss. , �• 53681c Truss Design Engineers Name: Magid, Michael * • 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 �O STATE O •:��/ that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters ����••. O R O P• N shown(e.g.,loads,supports,dimensions,shapes and design codes),which were G^ given to MiTek. Any project specific information included is for MiTek's customers i��i4/ANAL file reference purpose only,and was not taken into account in the preparation of ����it�t������ 4� PN these designs. MiTek has not independently verified the applicability of the design Michael S.Ma id PE No.536 ��/// 9 P Y PP Y 9 9 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: May 11.2017 Magid, Michael l of 2 t � i RE: 74322 - Taarowicz Car Barn Site Information: Customer Info: Delila McKenna Project Name: Tatarowicz Car Barn Model: Lot/Block: Subdivision: Address: unknown City: Fort Pierce State: FL (No. Seal# Truss Name IDate 135 1 T11111081 HV8 5/11/17 136 I T11111082 I J1 15/11/17 137 IT11111083IJlA 15/11/17 I 138 I T11111084 I J3 15/11/17 I 139 I T11111085 I J3A 15/11/17 140 i T1 1 1 1 1086 1 AB 15/11/17 141 I T11111087 I J5 15/11/17 I 142 I T11111088 I J5A 15/11/17 I 143 I T11111089 I J5B 15/11/17 I 144 I T11111090 I J7 15/11/17 I 145 I T11111091 I J7A 15/11/17 146 I T11111092 I K 15/11/17 147 I T11111093 I KJ5 15/11/17 I 148 I T11111094 I KJ7 15/11/17 I 149 I T11111095 I KJA 15/11/17 I 150 1T11111096 1 KJA7 15/11/17 151 I T11111097 I MHV8 15/11/17 152 I T11111098 I MHV12 15/11/17 153 I T11111099 I MHV16 15/11/17 154 I T11111100 I MV4 15/11/17 155 I T11111101 I V4 15/11/17 2of2 ob russ Truss Type Tearowicz Car Barn T11111047 74322 A HIP =1 ""A0 Job Reference o tionalChambers Truss, Fort Pierce,FL s Apr 19 2016 Mi fek Industries,Inc. Thu May 11 14:00:12 2017 Pagel ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-DZI BNQ?dBLjrPM6QhP?_cBndmi9fdVrnEgO3gazHZbH -2-" 5-e-12 9-0-0 12-4.0 15-7-4 21-4-0 23-4-0 2-0-0 ry.�12 3-3-4 3-4-0 3-3-4 5-8-12 2-0-0 Scale=1:42.7 M 4x4= 4x8= 4 5 5.00 F12 2x3 2x3 i 6 3 19 b 18 20 17 7 _ 2 8 1d �1 10 9 3x5= Sx8= 3x4= 3x5= 9-0-0 12-4-0 21.4-0 9-0-0 3-4-0 9-0-0 Plate Offsets(XY)— 12:0-2-8 Edael f5:0-5-4 0-2-01 f7:0-2-8 Edgel f10.0-2-4 0-3-41 LOADING(psg SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 10-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.28 10-13 >902 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 7 rda We BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.07 9-10 >999 240 Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=900/0-8-0,7---qMD-8-0 Max Horz2=-179(LC 10) Max Uplift2=-654(LC 12),7=654(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-1389/1270,17-18=-1336/1277,3-18=-1334/1285,3-4=-1130/1029,4-5=1026✓1010, 5-6=-1139/1040,6-19=1336/1283,19-20=1338/1276,7-20=-1390/1269 BOT CHORD 2-1 0=-1 002/1233,9-10=-659/1022,7-9=-1032/1235 WEBS 3-10=-308/464,4-1 0=-1 89/271,5-9=-223/276,6-9—305/457 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpt=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 9-0-0,Exterior(2)9-0-0 to 12-4-0 ,Interior(1)19-10-8 to 23-4-11 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=654, 7=654. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAOE W7473 rev,l aIMM15 BEFORE USE Design valid for use Ady with MITekV connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applIcal Ylty of design parameters and properly Incorporate this design Into the overall HE building design. Bracing Indicated is to prevent buckling of Individual in=web and/of chard members only.Additional temporary and permanent bracing M iTek' Is always required for sta Iy and to prevent collapse with possble personal Injury and property damage. for general guldalce regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/1P1I Quality Criteria,DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Sdey Information availc"e from Truce Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 rues Truss Type Taarowicz Car Barn T11111048 74322 ATG ATTIC 9 _71 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI ek Industries,Inc. Thu May 11 14:00:13 2017 Page 1 ID:kFvrtsnOwY419Zh0_nM3lc6ylJ9g-hmsW bm?GyeriOW hcE7W DBPJI36Ngk tnxSU8dCOzHZbG -2.0.0 8!-0 14-73 16-6-4 21-8-0 26-9-12 28-8-13 34-10-0 43-4-0 45-4-0 2-0-0 8-6-0 6.1, 1-11.1 5-1-12 5-1-12 1-11-1 6-1-3 8-6-0 2-0-0 Scale=1:78.1 5x6= 5.00 12 sk 6 26 27 4x6% 5 7 4x6 s 4 8 18 20 19 v 3 Sx8= 9 u qq rib 25 n 28 10-" 2 10 it 111y 0 0 17 t6 15 14 13 12 4x8= 7x8 WB=04= 4x4=7x8 WB— 4x8= 8 6-0 16-6.4 26-9-12 34-10-0 43 4-0 86-0 8-0-4 10-" Plate Offsets(XY)-- 14.0-3-0 Edoel f8.0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.52 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.85 12-14 >612 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.20 10 n/a nta BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.4915-17 >999 240 Weight:268lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc pudins. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 13-16:2x6 SP 240OF 2.0E WEBS 1 Row at midpt 3-15,9-14,5-20,7-20 WEBS 2x4 SP No.3`Except` JOINTS 1 Brace at Jt(s):20 18-19,5-15,7-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1877/0-8-0,10=1877/0-8-0 Max Horz2=384(LC 11) Max Uplift2=-1030(LC 12),10=-1030(LC 12) Max Grav2=1990(LC 18),10=1990(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25—4295/2109,3-25=-4242/2126,3-4=-3489/1668,4-5=3418/1681,5-26-1171/595, 6 26=-1103/633,6-27=-1103/633,7-27=-1171/595,7-8=-34 1 811 680,8-9=-3489/1668, 9-28=4238/2127,10.28=-4291/2110 BOT CHORD 2-17=1738/4176,16-17=-1738/4176,15-16=-1738/4176,14-15=-1126/3239, 1 3-14=1 79513885,12-1 3—1 79513885,10-1 2=-1 79W3885 WEBS 18-20=-360/323,19-20=-359/323,15-18-203/811,5-18=-195/845,14-19=-203/812, 7-19=-195/846,3-17=-34/367,9-12=34/367,3-15=-993/724,9-14=-993l724, 6-20—257/608,5-20=-2319/1209,7-20=-2317/1210 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi-0.18;MWFRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 21-8-0,Extetior(2)21-8-0 to 26-9-12 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)120.01b AC unit load placed on the top chord,21-8-0 from left end,supported at two points,5-0-0 apart. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Ceiling dead load(5.0 psf)on member(s).18-20,19-20 8)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-15 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1030, 10=1030. 10)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 11)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. WARNfNG-verily design parameters and READ NOTES ON THIS AND WCLUDED ANTEK REFERANCE PAGE W-7473 rev.1aWW15 BEFORE USE Design valid for use only with MITek1"connectors.this design Is based only upon parameters shown.and Is for on Individual building component,not a truss system.Before use,the NAIdlrg designer must verify the applicability of design parameters and properly hcoiporate this design Into the overall LxildIng design. Rrachg Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guWance regarding the fatxk:afion,storage,delivery,erection and bracing of trusses and taus systems,seeANSI/TPII QuaBly Criteria,DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job russ russ ype Taarowicz Car89m T11111049 74322 D HIP 1 1 Job Reference(notional) Chambers Truss, Fort Pierce,FL 7.fi40 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:14 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6yIJgg-9yavo60ujyzZegFooq 1 ShcspzW nl5la4h8tARzHZbF -2-0-0 5-8-12 9.0-0 17-5-15 25-10-1 34-4-0 37-7-4 43-4-0 2-0-0 5.8-12 3-3-4 8-5-15 8-4-3 8-5-15 3-3-4 5-8-12 Scale=1:78.2 a 5x8 MT18HS= 5x8 MT18HS= 3x4= 5x6 W B= 3x4 11 ` 5.00 12 4 25 5 26 6 7 27 8 3x4 3x4 3 9 24 28 a 23 10 2 1 To 0 16 15 14 13 12 11 3x6_ 3x4 4x6— 4x4= 4x10= 4x6— 3x4= 4x5— 9-0-0 17-5.15 25-10.1 34-4-0 43.4-0 8 0-0 B-6-15 8-43 8-5-15 9-0-0 Plate Offsets(X`)-- f2:0-0 6 Edgel f4:0-5-4 0-2-41 f6:0-3-0 Edael (8:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.43 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.03 13-14 >503 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.64 HOfz(TL) 0.23 10 Na nta BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.64 13-14 >819 240 Weight:208 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except` TOP CHORD Structural wood sheathing directly applied. 4-6,6-8:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-0-5 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at micipt 4-14,5-13,8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1602/0-4-8,2=1 71 510-8-0 Max Horz2=174(LC 11) Max Uplift10=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3379/2796,23-24=3362/2797,3-24=-3306/2810,3-4=-3189/2627, 4-25=-4386/3595,5-25=-4386/3595,5-26=-4389/3637,6-26=-4389/3637,6-7=-4389/3637, 7-27=-4389/3637,8-27=4389/3637,8-9=-3199/2637,9-28=3378/2804, 10-28=-3394/2790 BOT CHORD 2-16=2490/3051,15-16=2204/2940,14-15=2204/2940,13-14—3303/4386, 12-13=-2197/2949,11-12=-2197/2949,10-11=-2466/3068 WEBS 3-16=-195/350,4-16=1331345,4-14=-1284/1669,5-14=-513✓572,7-13=478/582, 8-13=1257/1665,8-11=-1 41/349,9-11=-206t359 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L--53111;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interlor(1)3-3-5 to 9-0-0,Extedor(2)9-0-0 to 41-10-8,Interior(1)41-10-8 to 43-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)10=980, 2=1154. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MriEK REFERANCE PAGE AH-7473 rev.1MMIS BEFORE USE Design valid for use only with MITek�ID connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the c>(01cabilty of design parameters and property Incorporate.this design Into the overall HE building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always requked for stability,and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIITPI I Quality Criteria,DSB49 and SCSI BuSdtng Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312.Alexandrla,VA 22314. Tampa,FL 33610 toss toss ype Tsarowicz Car Barn T11111050 74322 D1 HIP i i Job Reference o tional Inc. Thu May 11 14:00:15 2017 Pagel Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2076 Mi leis Industries, ID:kFvnsnOwY419Zh0_nM31c6yIJ9g-d8_H?S1 WUG5QGgq?MYZhDgP2Jw9TgoCEwodjHvzHZbE -2-D-0 6-6-8 11-0-0 18-1-15 25-2-1 32-4-0 36-9-8 43-0-0 2-0-0 6 6 8 4-5-8 7-1-15 7-0-3 7-1-15 4-5-8 6-" Scale=1:78.2 Sx8= 4x6= 5x8= 5.00 Fl2 4 526 6 7 27 8 a+ 3 9 28 29 25 e 2 10 0 0 t8 17 76 15 14 13 12 11 3x6_ 06_ 3x10= 4x6= 4x5= 6fr8 11-0-0 18-1-15 25-2-1 32-4-0 36.9.8 4311 688 4-" 7-1-15 7-03 7-1-15 4.5-8 64i-8 Plate Offsets(XY)-- f4:0-5-12 0-2-81 (6:0-3-0 Edgel f8:0-5-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.78 14-15 >666 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 Horz(TL) 0.21 10 Wa n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(ILL) 0.49 14-15 >999 240 Weight:219lb FT=20% LUMBER- BRACING- 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 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,7-15,8-14 REACTIONS. (Ib/size) 10=1602/0-4-8,2=1715✓0-8-0 Max Horz 2=206(LC 11) Max Upliftl0=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-25=3385/2757,3-25=-3311/2774,3-4=-3044/2544,4-5=-3615/3042,5-26=-3615/3042, 6-26=-3615/3042,6-27=-3615/3042,7-27=36151'3042,7-8=-3618/3060,8-9=-3049/2529, 9-28=-3305/2768,28-29=-3330/2760,10-29=-3402/2751 BOT CHORD 2-18=2467/3056,17-18=-2467/3056,16-17=-2084/2777,15-16=2084/2777, 14-15=2720/3618,13-14=-2046/2782,12-13=2046/2782,11-12=-2439/3074, 10-11=2439/3074 WEBS 3-17—395/455,4-17-218/375,4-15=839/1098,5-15=404/505,7-14-455/495, 8-14=-828/1096,8-12=-221/377,9-12=-411/466 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.Ill; Exp C;Encl.,GCpi-0.18;MWFRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 11-0-0,Exterior(2)11-0-0 to 39-10-8,Interior(1)39-10-8 to 43-4-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)10=980, 2=1154. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verily design parsmerars and READ NOTES ON THIS AND INCLUDED ANFEK REFERANCE PAGE AW7473 rev l aG3/20/5 BEFORE USE � Design valld for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an hdividual building component,not a truss systern.Before urse,the building designer must verity the ap AicabilN of design parameters and properly incorrxrote.this desk-in Into the overall building design. Bracing Indicated Is to prevent buckling of IndlViduKII truss web aryl/or chord members only. Additional femporary and permanent bracing MiTek' is always requAred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and Anus systems,seeANSI/TPII Quality Crttwla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovdlable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 runs russ ype 71,akai owicz Car Barn Job T11111061 74322 D2 HIP 1 Reference o tional Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:......7 Page 1 ID:kFvrlsn0wY419Zh0_nM3lc6ylJ9g-5LYfDo28FZDGt_PBW F4wm 1 xAzJV5ZFiN8SMHpLzHZbD -2-0-0 7-7-13 13-0-0 21-0-0 30.4-0 35-8-3 43-4-0 2-0-0 7-7-13 5-4-3 8.8-0 8-8-0 5-0-3 7-7-13 Scale=1:79.6 5.00 12 5x8— 5x12 MT18HS= 5x8— 5 24 25 6 26 7 4x6 i 3x4' 3x4 4 8 3 27 u rn 23 2 9 0 1 to 16 15 14 28 13 29 12 11 10 4x5= 3x4 11 4x6= US= 3x4= 3x4 11 4x5= 30= 4x6= -7 13 21-8-0 30- -0 35-8-3 - -0 5 B 3 774377-7-13 -43 88 4 Plate Offsets(XY)— f3.0-3-0 Edgel f5.0-5-4 0-2-41 f6.0-6-0 0-3-01 t7:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.27 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.6911-13 >750 240 MT18HS 244/190 BCLL 0.0 ` Rep Stress Incr YES W B 0.40 Horz(fL) 0.20 9 rVa n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.41 13 >999 240 Weight:214lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. e WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13,7-13 REACTIONS. (lb/size) 9=1602/0-4-8,2=1715/0-8-0 Max Horz2=238(LC 11) Max Uplift9=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-3349/2706,3-23=-3269/2716,3-4=-3245/2726,4-5=-2886/2430,5-24=-3188/2760, 24-25=3188/2760,6-25=3188/2760,6-26=-0188/2760,7-26=-3188/2760, 7-8=-2890/2421,8-27=-3262/2728,9-27=-3362/2718 BOT CHORD 2-16=-2413/3082,15-16=-2413/3082,14-15=-1938/2648,14-28=-1938/2648, 13-28=1938/2648,13-29=-1907/2624,12-29=-1907/2624,11-12=-1907/2624, 10-11=-2395/3030,9-10=-2395/3030 WEBS 4-15_518/558,5-15=254/489,5-13-603/812,6-13=540/644,7-13=-588/809, 7-11=-260/493,8-11=-530/574 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 13-0-0,Exterior(2)13-0-0 to 37-10-8,Interior(1)37-10-8 to 43-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=980, 2=1154. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNNG-Verity design paramefera and READ NOTES ON T H S AND M1ICLUDED MTTEK REFERANCE PAGE M/-7473 rev.10/03MIS BEFORE USE Design valid for use oNy with MITekV,connectors.Tits deslgn is based orgy upon parameters shown,and Is for an IndlAckjol building component,not a inrss system.Before use.the Nilding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary cnd I�ermanent bracing MiTek It always required for stability and to prevent collapse with possible personal k1Kay and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANSVTPII Quality Cdteda,DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon avallable from Truss Plate Institute.218 N.Lee Street,State 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Taarowicz Car Barn T11111052 74322 D3 HIP , i Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:17 2017 Page 1 ID:kFvnsnOwY419Zh0_rAA3lc6ylJ9g-ZX51072mOtL7V8_NTzb9JFUOFjrVldZW N66gLoZHZbC 2-0-0 Bf-0 15-0-0 218-0 28.4-0 34-to-0 43-4-0 8-6-0 6-6-0 6-8-0 6-8-0 6-6-0 5-6-0 Scale=1:79.6 5.00 112 5x8 3x4 1 5x8= 5 25 26 6 27 28 7 3x4% 3x4 5x6 WB� 5x6 WB� w 3 4 8 9 29 Ir 24 1 2 10 17 t6 15 30 14 31 13 12 11 4x5= 3x4 I I 4x6= 3x8= 3x4= 30 11 4x5= 3x4= 06= 8-6-0 15.0-0 21-0-0 28i-0 34-10-0 43-4-0 88-0 6-6-0 6$-0 6-0-0 6�-0 88-0 Plate Offsets(X Y)-- I3 0-3-0 Edoel f5.0-5-12 0-2-81 f7.0-5-12 0-2-81 f9.0-3-0 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.24 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.56 13-14 >921 240 BCLL 0.0 Rep Stress Incr YES W B 0.75 Horz(TL) 0.19 10 rVa n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.36 14 >999 240 Weight:222 lb FT=20e/u LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oC puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. e WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (IWsize) 2=1715/0-8-0,10=1602/0-4-8 Max Horz 2=271(LC 11) Max Uplif12=-1 1 54(LC 12),10=-980(LC 12) FORCES. (lb)-Max CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-3323/2655,3-24=-3238/2665,3-4=3176/2678,4-5=2712/2301,5-25=-2722/2426, 25-26=-2722/2426,6-26=-2722/2426,6-27=-2722/2426,27-28=-2722/2426, 7-28=2722/2426,7-8=2714/2287,8-9=-3186/2671,9-29=3235✓2668,10-29_3333/2658 BOT CHORD 2-17—2364/3079,16-17=-2364/3079,15-16=-2364/3079,15-30=1782/2486, 14-30=-1782/2486,14-31=-1749/2444,13-31=1749/2444,12-13=2338/2998, 11-12-2338/2998,10-11=2338/2998 WEBS 4-17-0/282,4-15=-687/668,5-15=-288/527,5-14=-393/537,6-14=-409/498, 7-14=-385/536,7-13=-291/531,8-13=698/676,8-11=0/284 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 15-0-0,Extedor(2)15-0-0 to 35-10-8,Interior(1)35-10-8 to 43-4-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1154, 10=980. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNI9Q•Vwity dasrpn panarneters and READ NOTES ON THIS AND INCLUDED AMK REPERANCE PAGE Ai-7473 rev.1aV3/W 15 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a huss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate ih6 design into the over., building design. Bracing kndicated Is to prevent buckling of individual truss web and/or chord members oNy.Addibnal temporary and permanent bracing M iTe k Is always required for stability and to prevent elapse with possible personal knBAy and property damage. For general guidance regarding the fabric(lion,storage.delivery,erection and tracing of Trusses and truss systems,seeANSI/TPI I Quality Crtierla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Tea rowicz Car Barn TIIII1053 74322 D4 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:18 2017 Page i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-1jfPeT3OnBT_7HZa1g60rS1XM79p19DgcmrOuEzHZbB -2 8-60 17-" 21-8-0 26- -O 34-10-0 43-4-0 45-4-0 2-0-0-o 8 6-0 8-" 4-8-0 4-8-0 8 6 0 8f-0 2-0-0 Scale=1:80.8 5.00 F12 5x8— 3x4 5x8= = 5 25 26 6 27 28 7 4x6 i 4x6 30 3x4 4 8 3 9 ur 24 29 10 2 .- ,�1 11 is o c 17 16 i5 30 31 14 13 12 3x6= 3x4 11 4x6 34- 3x8= 4x6= 3x4 11 3x6 8 6 0 17-0-0 26 4-0 34-10-0 43-4-0 Plate Offsets(Y Y)-- [2.0-0-6 Edge] (4-0-3-0 Edgel (5.0-5-0 0-2-41 f7:0-5-0 0-2-4i f8:0-3-0 Edge],[10:0-0 6 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.35 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.73 14-15 >708 240 BCLL 0.0 ' Rep Stress incr YES WB 0.40 Horz(TL) 0.20 10 n1a ri/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.33 15-17 >999 240 Weight:221 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15,6-15,6-14,9-14 REACTIONS. (Ib/size) 2=1714/0-8-0,10=1714/0-4-8 Max Horz 2=-309(LC 10) Max Uplift2=-1152(LC 12),10=-1152(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=3366/2656,3-24=-3219/2673,3-4=-2573/2127,4-5—2477/2152,5-25=-2298/2122, 25-26=2298/2122,6-26=2298/2122,6-27=2297/2122,27-28=-2297/2122, 7-28=-2297/2122,7-8=-2477/2152,8-9=-2573/2127,9-29=-3219/2672,10-29=-3366/2656 BOT CHORD 2-17=2274/3125,16-17=-2274/3125,15-16=2274/3125,15-30=1606/2366, 30-31=1606/2366,14-31—1606/2366,13-14=2306/3035,12-13=2306/3035, 10-12=2306/3035 WEBS 3-17=0/320,3-15=866/813,5-15-412/639,6-15=308/245,6-14-308/245, 7-14=-412/639,9-14=-868/813,9-12-0/320 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi-0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 17-0-0,Exterior(2)17-0-0 to 33-10-8,Interior(1)33-10-8 to 45-4-11 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 truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1152, 10=1152. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. v WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.1"3MI S BEFORE USE [X-sign valid for use only with MiTek®connectors.Ttnis design is d only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer mast verify the c4,pikk,ablity of design parameters and properly incorporate this design Into the overall "ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifiond temporary and permanent bracing i M1Te k Is always required to stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrIcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type =arnTllllIO54 74322 D5 HIP 1 1 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:19 2017 Page 1 I D:kFvrsnOwY419Zh0_nM31c6ylJ9g-WwDorp4OYUcrkR8mbOddOgZl1 XVgmaZprQbxOgzHZbA -2-0-0 7.6-0 12-9.13 19-0-0 244.0 30.6 3 35-10-o 43-4-0 2-0-0 7f-0 5-3-13 6-2-3 5-4-0 6-2-3 5 � 7-6-0 2-0-0 Scale=1:80.8 5.00 12 Us 5x8= 6 27 28 7 3x4 3x4 4x6 i 6 4x6 5 4 28 k 3x4\\3 25 30 212Ie 18 31 17 32 16 � 15 14 3x4= 5x6 W B= 3x8— 3x4— 5x6 W B= 3x4= 3x6= 3x6= — 9 7 6 19-0-0 24-4-0 33.8-10 43-4-0 9-78 94-10 54-0 94-10 9-76 Plate Offsets(XY)-- f2:0-0-6 Eduel f4.0-3-0 Edgel 16.0-3-0 0-2-41 (7:0-5-12 0-2-81 f9:0-3-0 Edge],f11:0-0-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.32 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.79 13-15 >655 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 HOrz(TL) 0.19 11 rVa n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.34 13-15 >999 240 Weight:231 lb FT=20e/6 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,7-16,8-15 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1714/0-8-0,11=1714/0-4-8 Max Horz 2=341(LC 11) Max Uplift2=-1152(LC 12),11=-1152(LC 12) Max Grav2=1720(LC 17),11=1724(LC 18) FORCES. (lb)-Max CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-3370/2542,3-25=-3306/2562,3-4=3187/2492,4-26=-3128/2503,5-26=3104/2507, 5-6=-2346/2010,6-27=-2111/1957,27-28=-2111/1957,7-28=2111/1957, 7-8=-2345/2010,8-29=-3117/2507,9-29=-3141/2503,9-10=-3199/2491, 10-30=-3319/2562,11-30=3383/2542 BOT CHORD 2-18=2168/3279,18-31-1858/2801,17-31-1858/2801,17-32-1858/2801, 16-32=-1858/2801,16-33=-1344/2135,15-33=-1344/2135,15-34=-1889/2614, 14-34=-1889/2614,14-35=-1889/2614,13-35=1889/2614,11-13=-2199/3035 WEBS 3-18—314/351,5-18=254/580,5-16=777/725,6-16=421/635,7-15=430/733, 8-15=-778/725,8-13=455/581,10-13=-314/351 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ff;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Intedor(1)3-3-5 to 19-0-0,Extedor(2)19-0-0 to 24-4-0,Interior(1)31-10-8 to 45-4-11 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 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 lb uplift at joint(s)except(jt=1b)2=1152, 11=1152. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MNTEK REFERANCE PAGE MN-7473 rev.1d03/2015 BEFORE USE Design valid for use only with MilekY,connectors.This design is txrs-rl only upon parameters shown.and Is for an kidivlcklal building component not a taus system.Before use,the nuilding designer must verity the applicobility of design parameters and properly Incortxxafe this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual tnus web and/or chard members only. Ac"flonal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possble personal"and property damage. For general gtxdance requIding the kYxbahlon,storage,delivery,erection and brocklg of trusses and truss systems,seeANSI/TPIi QuaNy Criteria,D$8-89 and BCSI Building Component 6904 Parke East Blvd. SatNy Information available from inns Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss TypeFly Taarowicz Car Bern T111/1055 74322 1 D6 HIP 1 1 Job Reference(optional) Chambers Truss. Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:20 2017 Page 1 I D:kFvnsnOwY419Zh0_nM31c6ylJ9g-_6nA395fJokiMbjy958swtewUxsFVz5z34KUy6zHZb9 -2-0-0 8-6-0 16-0-11 21-0-0 22-4-0 273-5 34-10-0 43-4-0 i_45-4-0 2-0-0 8-6-0 7-&11 4-11-5 1-4-073-11 8-6-0 2-0-0 Scale=1:80.8 US= _ 5.00 12 Sx6 6 7 i 5 8 4x6 28 29 AXIS 9 3 10 �27 30 11 2 _ 1 1 12I4 0 0 20 19 18 31 17 16 32 15 t4 13 4x6= 4x6= 3x6= 3x6= 8.6-0 16-0.11 21-0-0 22-4-q 273-5 34.10-0 _ 43-4-0 8.6.0 7.6-11 4-115 1-4-0 4-it 7-6-11 8-6-0 Plate Offsets(XY)-- f2:0-0-6 Edge],(4:0-3-0 Edoel f6:0-3-00-2-41 f7:0-3-00-2-41 f9:0-30 Eciael f11:0-0-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.22 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.57 18-20 >917 240 BCLL OA Rep Stress Incr YES WB 0.83 Horz(TL) 0.20 11 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.33 18 >999 240 Weight:243 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-18,5-17,8-16,10-15 REACTIONS. (Ib/size) 2=1714/0-8-0,11=1714/0-4-8 Max Horz 2=373(LC 11) Max Uplift2=-1152(LC 12),11-1152(LC 12) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-27=-3336/2382,3-27=-3252/2404,3-4—2651/2056,4-28=-2571/2066,5-28=-2548/2078, 5-6-2134/1839,6-7=-1919/1749,7-8=-2134/1839,8-29=2548/2078,9-29=2571/2066, 9-10=2651/2056,10-30=-3252/2404,11-30=-3336/2381 BOT CHORD 2-20=-2015/3131,19-20=-2015/3131,18-19=-2015/3131,18-31=-I 511/2453, 17-31-11 511/2453,16-17=-1083(1919,16-32=-1542/2373,1 5-32=-1 54 212373, 14-15=2046/3002,13-14=-2046/3002,11-13=2046/3002 WEBS 3-20-0/308,3-18=749/564,5-18=213/532,5-17=9067774,6-17-554/666, 7-16=-554/666,8-16=-906/774,8-15=-213/532,10-15=-752/565,10-13=0/308 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 21-0-0,Exterior(2)21-0-0 to 22-4-0,Interior(1)29-10-8 to 45-4-11 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 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1152, 11=1152. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MR-7473 rev.irW W I S BEFORE USE. Design valld for use only with Mllek V connectors.This design Is t used only upon parameters shown,and Is tot an Individual bul ding component,not a truss system.Before use,the building designer must verity the(4-01cabllty of design parameters and properly incorporate this design Into the ove 1I building design. Bracing kndicated Is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing MiTek Is always required for stadllty and to prevent collapse with possible personal kl#,Fy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormaeon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria-VA 22314. Tampa,FL 33610 Truss rues ype y Tearowicz Car Barn Job T11111056 74322 --TA FLOOR 1 2 Job Reference floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 1-- 2017 Page i I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SILYGV6H46s2_ll9iof5T5f2gK7nENC6lk42UZzHZb8 0.1 8 6-7-0 9-11-9 13-3-11 16-7-12 19.11-13 23.3-15 26.11-8 0. -8 3-3-0 3-3-0 3-4-t 3.4-1 3-4-1 3-4-1 3-4-1 Scale=1:46.5 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2x3 II 3x4= 2x3 11 5x14= 3x6= 3x8= 2x3 11 4x10= 3x4 11 1 4x12= 2 3 4 5 6 7 8 9 10 19 20 18 21 122 23 16 24 25 15 26 2714 28 13 29 12 30 31 11 6x8= 3x4= 5x12= 3x4 11 7x10= 3x4 11 4x10= 3x4 II 4x6= FASTEN TRUSS TO BEARING FOR THE GRAVITY UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3�8 6-7$ 9 11-9 13 3.11 16 7-12 19-11-13 23-3-15 28 11-0 3" 33-0 34-1 3�-1 3�-t 3-4-1 34 3.7-9 Plate Offsets(XY)-- (15-0-2-4 0-5-01 (19:Edge 0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.24 13-14 >999 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.83 Vert(fL) -0.59 13-14 >409 360 BCLL 0.0 Rep Stress Incr NO W B 0.96 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code FBC2014frP12007 (Matrix-M) Weight:303lb FT=11% LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except 6-10:2x4 SP M 30 end verticals. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 11-15:2x6 SP 2400F 2.0E 6-0-0 oc bracing:18-19,17-18. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 4-17 10-11,3-17:2x6 SP No.2,4-15,7-15,7-13,9-13,9-11:2x4 SP M 30 REACTIONS. (Ibtsize) 19=-319/0-3-8,11=289010-3-8,17=6396/0-8-0 Max Upliftl9=-564(LC 4) Max Grav 19=42(LC 3),11=2894(LC 4),17=6396(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19--OM5,1-2=0/3219,2-3-0l7274,3-4=017274,4-5=-6571/0,5-6=-6733/0, 6-7=-6733/0,7-8=9660/0,8-9=9660/0,9-10=-494/0,10-11=-283/0 BOT CHORD 18-21=-3219/0,21-22=-3219/0,17-22=-3219/0,17-23=0/597,16-23=0/597,16-24=0/597, 24-25-0/597,15-25=0/597,1 5-26=0/1 021 7,26-2 7=0/1 021 7,14.27=0/l0217, 1 4-28=0/1 02 1 7,1 3-28=0/1 021 7,13-29=0/6685,12-29=0/6685,12-30=0/6685, 30-31=0/6685,11-31=0/6685 WEBS 1-18=-333310,2-18=0/1301,2-17=-4649/0,3-17=-788/0,4-17=-8287/0,4-15=0/6409, 5-15=-554/0,7-15=-3653(0,7-14=0/729,7-13=-588/0,8-13=446at%9-13=0/3140, 9-12=0/556,9-11=6520/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131'xX)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,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)Unbalanced floor live loads have been considered for this design. 4)The Fabrication Tolerance at joint 6=11% 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)19=564. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)337 lb down at 0-1-12,337 lb down at 2-3-4,337 lb down at 4-3-4,337 lb down at 6-3-4,337 lb down at 8-3-4,337 lb down at 10-3-4,337 lb down at 12-3-4,337 lb down at 14-3-4,337 lb down at 16-3-4,337 lb down at 18-3-4,337 lb down at 20-3-4,337 lb down at 22-3-4,and 337 lb down at 24-3-4,and 337 lb down at 26-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Q WARNMIG.Verify design parameters and READ NOTES ON THIS AND INCLUDED AIREK REFERANCE PAGE MI-7473 rev.laGIMIS BEFORE USE Design valid for use only with MilekN connectors.1111s design Is based only upon parameters shown,and Is for on Individual building component,not a it(&%system.Before use.the NAlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall txAlding design. @acing irvik:ifed Is to prevent buckling of lndivklual miss web and/or chord members only. Adaltlor"femporay and permrntent brcrAng MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance iegardng the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,D311-89 and BCSI Building Component 6904 Parke East Blvd. Salty Intormallon available from Truss Plate Institute,218 N.Lee Sheet Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Trurss Truss Type y Taarowicz Car Barn �f T11111056 74322 FGA FLOOR 1Qfy 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:21 2017 Page 2 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-SILYGV6H46sZ_119iof5T5f2gK7nENC6lk42UZzHZbB LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-10=150,11-19=-10 Concentrated Loads(lb) Vert:19—337(B)13=337(B)20—337(B)21=337(121)22=-337(B)23=337(B)24=-337(B)25=337(B)26=337(B)27=337(B)28=337(B)29=337(B)30=337(B) 31-337(B) 0 WARNING-V.-Hy design parameter xW READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. Design vdld for use only v.4th MlTekN connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the opt-Ilcob lity of design parameters and properly incorporate this design Into the over," building design. Bracing Indicated is to prevent buckling of Individual truss web arid/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Irnlury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUiPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SalWy IMofmaBan available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 J Truss Truss Type Taarowicz Car Bern T11111057 74322 FLA ROOF TRUSS 12 1 Job Reference(optional) Chambers Truss, Fon Pierce.FL 7.640 s Apr 19 2016 Mirek Industries,Inc. Thu May 11 14:00:21 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-SI LYGV6H46SZ_Il9iof5T5t3aKgjEN96lk42UZzHZbB 0-3-8 H 2.6-0 �8 8�, 0 1-1-8—� Scale=1:34.5 6x8=3x4= 2x3 I I 3x6= 2x3 11 3x4= 2x3 11 3x4= 2x3 11 5x8 MT18HS= 2x3 i I 1 2 3 4 5 6 7 8 9 10 11 4 IW I > 18 17 16 15 14 13 2x3 11 5x14= 3x8=2x3 11 3x4= 4x10= 3x8= 9-0.0 10-0-0 11.00 20-0-0 8-8-8 1-0-0 1-0-0 9.0-0 Plate Offsets(X Y)— (1.0-1-8 Edge],f6-0-1-8 Edgel f7.0-1-80-0-01 f11:0.1-8 Edgel f14.0-1-8 Edgel [15:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.24 14 >964 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.61 14 >385 360 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.01 12 We rl/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:104lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat)`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-17:2x4 SP M 30(flat) REACTIONS. (lb/size) 1=1567/0-3-0,12=1567/0-3-8 FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2651/0,2-3=-2644/0,3-4=-2644/0,4-5=-5368/0,5-6=-5368/0,6-7=-5529/0, 7-8=-5529/0,8-9=4374/0,9-10=-4374/0 BOT CHORD 16-17-0/4389,15-16=0/5529,14-15=0/5529,13-14=0/5342,12-13=0/2590 WEBS 7-14=-366/0,1-17=012956,3-17=-352/0,4-17=-1980/0,4-16=0/1110,5-16=-367/74, 6-16=-76B/172,10-12=-2939/0,10-13-0/2025,9-13=-383(0,8-13=-1099/0, 8-14=47/619 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. V WARNING-Verily design penunwsnr and READ NOTES ON TMS AND k cLUDED mrTEK REFERANCE PAGE II0.7473 rev.10 ,11015 BEFORE USE Design valid for use only with MITeke connectors.This design Is based only upon parameters shown.and Is for an Individual building component not a truss system.Before use,the building designer must verify the applk:c blity of design parameters and properly Incorporate,this design Into the overall to building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MI TOW Is always rec>tked tot stability and to prevent collapse with possble personal ink"and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Cdtwla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inrorrnallon available from Teas Plate Institute,218 N.Lee Sheet,Sulte 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Taarowicz Car Barn T11111058 74322 FLB ROOF TRUSS 4 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries.Inc. Thu May 11 14:00:22 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wVvwTr6vgP_QbvtLGW BK?IBF_kW WztgGXOpbt?zHZb7 0.3-8 F 2-6-0 2I 4-8— 2-3-8 � Scale=1:40.3 w 3x4= 2x3 I 6x8= 2x3 11 Us= 2x3 11 3x4= 3x6 FP= 3x4= 2x3 11 4x8= 2x3 I 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 2x3 II 4x12= 3x8= Us FP= 2x3 11 3x4= 4x10= 3x6= 5x12 MT18HS WB SP= 10-8-0 11-8-0 12.8.0 23.4.0 10-4-8 1-" 1-0-0 10-8-0 Plate Offsets(XY) [1.0-18 Edge) [6.0-18 Edoe) [7.0-1-8 0-0-01 [12.0-1-8 Edge) [l5.0-1-8 Edge) [16.0-1-8 Eduel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.33 14-15 >833 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.76 14-15 >361 360 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:117Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 20 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat)`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-19:2x4 SP M 30(flat) REACTIONS. (Ib/size) 13=122210-38,1=1222/0-3-0 FORCES. (lb)-Max Comp.(Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2104/0,2-3=2100/0,3-4=-2100/0,4-5=-4590/0,5-6=-4590/0,6-7=5061/0, 7-8=-5061/0,8-9—5061/0,9-10=-3575/0,10-11=-3575/0 BOT CHORD 18-19-0/3592,17-18-0/5061,16-17=0/5061,15-16=0/5061,14-15=0/4564,13-14=0/2058 WEBS 1-19-0/2348,4-19=-1694/0,4-18=0/1132,5-18=-300/0,6-18=835/0,11-13=-2336/0, 11-14=0/1721,9-14=-1123/0,9-15=0/811,7-15=-284/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 17=11 4)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7)CAUTION,Do not erect truss backwards. V WARNING-Verity design parameters and READ NOTES ON THIS AND AWLUDED MIIEK REFERANCE PAGE M9.7473 rev.1011312015 BEFORE USE. Design valld tot use only with MBek0 connectors.Ins design Is fused only upon parameters shown,and Is for an Individual building component,not a#LISS system.Before use,the building designer must verity the ofxpIlcabBlty of design parameters and properly incorporate this de*1n Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporory and permanent bracing NOW Is always required for stability and to prevent collapse with possible personal Injury ry and properly damage. For general guidance regarding the fabrIcatlon,storage,delivery.erection and bracing of trusses and truss systems,seeAMM I Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trues Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tanpa.FL 33610 Job Truss Truss Type Qfy Ply Taarowicz Car Barn T11111059 74322 FLC ROOF TRUSS 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:22 2017 Page i ID:kFvnsnOwY419Zt10_nM3lc6ylJgg-wVvwTr6vgP_ObvtLGW BK?IBKBkbizwuGXOpbl?zHZb7 0-" �i 2-6-0 11—� i 2-0-0 1-5-0 Scale=1:17.8 ' 5x6 11 3x4= 2x3 11 3x4= 3x4= 2x3 I I 1 2 3 4 52x3 11 6 7 i 0 I' 12 11 10 9 3x4 2x3 11 3x8= 2x3 11 3x4= $ 4-2-0 5-2-0 6.2-0 10-" —8 3-10-8 11-0-01-0--0.0 0 4-2-0 Plate Offsets(XY)-- f1:0-3-0 Edge],f4:0-1-8 Edge],15:0-1-8 0-0-01 f7:0-1-8 Edpel f9:0-1-8 Edge],f10:0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.05 8-9 >999 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.12 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 8 n/a rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight:55lb FT=20ehF,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 1=793/0-3-0,8=793/0-3-8 FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1159/0,2-3=-1152/0,3-4=-1152/0,4-5=-1395/0,5-6=-1395/0 BOT CHORD 10-11=U/1395,9-10=0/1395,8-9=0/1145 WEBS 1-11=0/1288,3-11=-320/0,4-11=-532/0,6-8=-1299/0,6-9=0/454 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3°)hails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. V WARNING-Verity design parameters and READ NOTES ON THIS AND MICLUDED WTEK REFERANCE PAGE M1F7473 rev.18103Q015 BEFORE USE Design valid for use only with Mllek&a connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a taus system.Before use.the building designer must vedty the apphcabllN of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M i'Te k I always regrMed for stability and to prevent cdlapse WBh possible personal npxy aril property damage. For general guidance regarding the fatxk:otkxt storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPl1 Quality CrlNrla,DSB-89 and SCSI BulidkV Component 6904 Parke East Blvd. Safety informaltan available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tama.FL 33610 Job Truss Truss Type Taarowicz Car Barn T11111060 74322 FLD ROOF TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek industries.Inc. Thu May 11 14:00:23 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OhTlhB7Xbj6HD3SXgDiZYW kP78skiHLP12Z9ZRzHZb6 2-6-0 1-1-4 r 2-" ii 1-1-4 Scale=1:34.3 2x3 11 5xl2 MT18HS= 2x3 11 3x4= 2x3 11 2x3 11 3x4= 2x3 11 5x12 MT18HS= 2x3 11 1 2 3 4 5 6 7 8 9 10 q '4 15 14 13 12 11 3x8= 4x10= 3x4= 3x4= 4x10= 3x8= 8-11-12 9111-12 10-11-12 19-11-8 8-11-12 1-0-0 1.0-0 8-11-12 Plate Offsets(X`)-- f5:0-1-8 Edgel (6.0-1-8 0-0-01 f10:0-1-8 Edgel f13:0-1-8 Edgel f14:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.26 13-14 >929 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.64 13-14 >372 360 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.98 Horz(TL) 0.12 11 n/a Il/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:100lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc pudins, except BOT CHORD 2x4 SP M 31(flat) end verticals. e WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=1587/0-3-8,11=1587/Mechanicai FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4448/O,3-4=-4448/0,4-5=-5671/0,5-6=-5671/0,6-7=-5671/0,7-8=-4448(0,8-9=-4448/0 BOT CHORD 15-16=0/2626,14-15=0/5455,13-14=0/5671,12-13=0/5455,11-12=0/2626 WEBS 5-14=-425/0,6-13=-425/0,2-16=-2980/0,2-15=0/2067,3-15=-38M0,4-15=-1143/0,4-14=-40/686,9-11=-2980/0, 9-12=0/2067,B-12=384/0,7-12=1143/0,7-13=-40/686 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Did(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.1"3/2015 BEFORE USE Design valid for use only with MITekO)connectors.this design Is based only ulx>n p_xan refers shown,and is for an Indlvldual building component not a truss system.Before tIse,the building designer mast verify the applicability of design Imramelets and property Incorporate this design into the overall ; building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI lek- is always required for stablitty and to prevent collapse with possible personal hpay and Property damage. For general guidance regarding Me fatxk:atlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Cudity Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Rate Institute.218 N.Lee Street,Sulte 312,Alexandria,VA 22314. Tampa,FL 33610 Job ITruss Truss Type cny Piy Taarowicz Car Barn T11111061 74322 FILE ROOF TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc. Thu May 11 14:00:23 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OhTI hB7Xbj6H D3SXgDiZYW kVgByPiRgP 12Z9ZRzHZb6 2-6-0 1-4-12 2-0-0 1-4-12 Scale=1:17.5 3x4= 2x3 I! 3x4= 2x3 12x3 1' 2 3 42x3 11 5 6 • e 1 9 8 3x4- 7 3x4= 3x4= 3x4= 4-1-12 5-1-12 6-1-12 10-3-8 4-1-12 1-0-0 1-" 4-1-12 Plate Offsets(XY)-- f3.0-1-8 Edgel [4:0-1-8 0-0-01 f6:0-1-8 Edged f8:0-1-8 Edgel 19.0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.30 Vert(LL) -0.06 7-8 >999 480 1MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.11 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 7 n/a rVa BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:52 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=813/0-3-8,7=813/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1469/0,3-4=-1469/0,4-5=-1469/0 BOT CHORD 9-10=0/1183,8-9=0/1469,7-8=0/1183 WEBS 3-9=-292/0,4-8=292/0,2-1 0=-1 342/0,2-9=0/511,5-7=-1342/0,5-8=0/511 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING-V•A►y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeW conne-clors.this design Is based only upon p atarrioters shown,and Is for an Individual building component not a taus system.Before use,the Lxelding designer must verity the applicability of design parameters and properly Incorporate this design into the overall "cling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additkrnal temporary and permanent bracing Ml lek• i Is always required lot stability and to prevent collapse with possible personal InJtay and property damage. For general guidance regarding the fabxlcation,storage,delivery,erection and bracing of Anuses and inns systems,seeANS1/iPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Uty Ply Tearowicz Car Barn T11111062 74322 FLF ROOF TRUSS 5 1 Job Reference floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:24 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-stlhuX89M1 E8rCOjOxDo5jHheYKgRuuY_ili5uzHZb5 0-1-8 H 1-11-0 2-" 2-0-8 r ' Scale=1:12.6 3x4= 1 3x4= 2 2x3 11 3 2x3 11 4 9 i 0 3x4= 7 6 5 3x4= 3x4= 2x3 11 2-3-8 3 3 8 4 3-0 6-7-0 2-" 1-0-0 1-00 238 Plate Offsets(XY)— (2:0-1-8 Edgel 13:0-1-8 0-0-01 14:0-1.8 Edool f5:0-1-8 Edge) f6:0-1-8 Edge) f7:0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.02 5-6 >999 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.18 Vert(TL) -0.04 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(fL) 0.00 5 n/a rVa BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight:35 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 8=502/0-3-8,5=512/Mechanical FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-495/0,1-9=-495/0,4-5=-499/0,1-2=-577/0,2-3=-577/0,3-4=-577/0 BOT CHORD 6-7=0/577 WEBS 2-7=-34510,3-6=-350/0,1-7=0/669,4-6=0/683 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. WARNING-vedty design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MB-7473 rev.10A13i2015 BEFORE USE Design valid for use only with Milek,N connectors.this design Is based only upon parameters shown,and Is for an Individual building comp onent,not a muss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal knpay and property damage. For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and tam systems,seeANSI/TPI I Quality CrIte da,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Uty Ply Taarowicz Car Barn T71111063 74322 FLG ROOF TRUSS 14 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc Thu May 11 14:00.24 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-st1 huX89M1 EBrCOjOxDo5jHjYYLVRwgY_ili5uzHZb5 0.3-8 3x6 1 3x6 II 3x4= 0-10-0 2 a 2-0-0 a 1-1-8 a Scale=1:10.3 o 2x3 11 3x4= 9 8 7 6 3x4= 2x3 11 0-3-8 1-4-8 2-4-8 3-4-8 4-9-0 ' 0-3-8 1-1-0 - --- 1-0-0 ---+ - 1-" 1-4-8 Plate Offsets(KY)-- (4:0-1-8 0-0-0( (5:0-1-8 Edge) (6:0-1-8 Edge) (7:0-1-8 Edge) (8:0-1-8 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.00 7 >999 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.01 7 >999 360 BCLL 0.0 Rep Stress Incr YES W B 0.20 HOrz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:28 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=347/Mechanical,1=347/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-339/01 2-3=-283/0 WEBS 2-8=-317/0,4-7=-262/0,1-8=0/422,5-7=0/370 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. WARNING-Vaulty deign parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MB-7473 rev.18N2"15 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a trims system.Before use,the Lxdlding designer must verity the applicability of design parameters and properly incorporate this design Into the overall HE twNding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* It always required for stalsllity,and to prevent collapse with possible personal In"y and property damage. For general guidance regarding the fatxk:aflon,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job 'Truss cuss Type Taarowicz Car Barn T11111064 74322 FLK ROOF TRUSS 6 1 _ Job Reference(optional) Chambers Truss, Fort Pierce.FL -- 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:24 2017 Page i ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-st1 huX89M1 EBrCO)OxDo5iHarYBfR14Y_ili5uzHZb5 r 20-0 OI-- 0.48 Scale=1:33.6 24 11 2x3 11 4x8= 2x3 11 3x4= 20 11 2x3 11 4x4= 2x3 11 4XB= 2x3= 1 2 3 4 5 6 7 8 9 10 17 0 m 1 15 /4 13 /2 3x8- 4x10= 3x4= 4x4= 4X10= 3x8— 8-9-12 9 9 12 10 9 12 19-7-8 8-9-12 1 0 0 1-0-D 8-9-12 Plate Offsets(XY)— f5.0-1-8 Edgel f6.0-1-8 0-0-01 f10.0-1-8 Edgel f13:0-1-8 Edgel [14.0-1-8 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.25 13-14 >932 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.63 13-14 >372 360 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.13 11 n/a rVa BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight:100lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb(size) 11=1546/0-3-8,16=1555/0-3-8 FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4331/0,3-4=-4331/0,4-5=-5445(0,5-6=-5445/0,6-7=-5445/0,7-8=-4364/0,8-9=-4364/0 BOT CHORD 15-16=0/2567,14-15=0/5278,13-14=0/5445,12-13=0/5295,11-12=0/2617 WEBS 5-14=-438/21,6-13=-470/40,2-16=2913/0,2-15-0/2002,3-15=-385/0,4-15=-1075/0,4-14=-81/648,9-11=-2947/0, 9-12=0/1982,8-12=-386/0,7-12=-1056/0,7-13=-100/661 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Q WARNING-Vwffy dapyn paranwrom and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M7.7479 rev.14 MIS BEFORE USE. Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verity the opplicabulfy of design parameters and properly incorporate this design Into the overoli building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members orgy. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal hnRxY and property damage. For general guidance regarding the fahxicallon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality C*eda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalloble from Truss Hate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job jTruss Truss Type ' O Ply Taarowicz Car Barn T11111065 74322 FLL ROOF TRUSS 3 1 I Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:25 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-K3a36t9n7KM?TMbwxekt d)pteyggAOLiDM2FdKZ HZb4 2-0-12 1 2-0-0 -_ I 1-11-4 �1$ Scale=1:12.7 3x4= 1 2x3 11 2 3 30= 4 2x3 11 9 e 2x3= 0 �o 2x3 I I 2x3 11 8 7 6 3x4= 3x6= 2-3-12 _ 13-12 4-3-12 6-7-8 _J 2-3-12 ,_. 1-0-0 2-3-12 Plate Offsets(X Y)-- (2 0-1-8 Edgel (3:0-1-8 Edgel (4:0-1-8 Edgel (6:0-1-8 0-0-01 (7:0-1-8 Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) -0.02 7 >999 480 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.02 7 >999 360 BCLL 0.0 Rep Stress Incr YES i WB 0.12 Horz(TL) 0.00 5 n/a rVa BCDL 5.0 I Code FBC2014/TPI2007 (Matrix) Weight:361b FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=337/0-3-8,8=343/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-390/0 BOT CHORD 7-8=0/3901 6-7=0/390,5-6=0/390 WEBS 2-8=-461/0,3-5=-461/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Q WARNING-Vanity d*Mgn paremefera and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MN-7473 rev./WD3/2015 BEFORE USE. Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the brdlding designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. AddlBonal temporary and permanent bracing MiTek' Is always required for stabtitiy and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fatxk:atlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tarnpa,FL 33610 Job Truss Truss Type Ully, Fly Taarowicz Car Barn T1111/066 74322 G HIP 1 1 Job Reference(optional) Chambers Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu May 11 14:00:27 2017 Page 1 I D:kFvnsnOwY4i9Zh0_nM3lc6ylJ9g-HSipXYA2tycjig1133mViLv2hIDLeAo?ggXMiCzHZb2 -2-0-0 5$-12 9-0-0 17-5-15 25-10-1 34-4-0 37-7-4 43-4-0 2-0-0 5$-12 3-3-4 8-5 15 8 4-3 8-5 15 3.3 4 5 8-12 Scale=1:78.2 5x8 MT18HS= Sx8 MT18HS= 3x4= 5x6 WB= 3x4 II 5.00 12 • 4 25 5 26 6 7 27 8 3x4 3x4 i i 3 9 24 23 "28 a 2 10 1 ca o 16 15 14 13 t2 11 3x6_ 3x4= 4x6— 4x4= 4x10= 4x6_ 3x4= 44— 9-0.0 /7-5.15 25-10-1 344-0 43.4-0 9.0.0 B-5-15 8-43 85.15 9-0-0 Plate Offsets(XY)-- f2:0-0-6 Edge],f4:0-5-4 0-2-41 f6:0-3-0 Eciael (8:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.43 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(rL) -1.0313-14 >503 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(fL) 0.23 10 n/a rVa BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.6413-14 >819 240 Weight:208lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-8:20 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-0-5 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-14,5-13,8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1602/0-8-0,2=1715/0-8-0 Max Horz 2=174(LC 11) Max Upliftl0=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max CompJMax.Ten.-All forces 250(lb)or less except When shown. TOP CHORD 2-23=-3379/2796,23-24=3362/2797,3-24=-3306/2810,3-4=-3189/2627, 4-25=-4386/35951 5-25=-4386/3595,5-26—4389/3637,6-26_4389/3637,6-7=-4389/3637, 7-27=-4389/3637,8-27—4389/3637,8-9=-3199/2637,9-28=-3378✓2804, 10-28=-3394/2790 BOT CHORD 2-16=2490/3051,15-16=2204/2940,14-15—2204/2940,1 3-1 4-330314 386, 12-13=-2197/2949,11-12=-2197/2949,10-11=-2466/3068 WEBS 3-16=-1951350,4-16=133/345,4-14=-1284/1669,5-14=-513/572,7-13=-478/582, B-13=-1257/1665,8-11=-141/349,9-11=206/359 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=5311t;eave=6ft;Cat.II; Exp C;Encl.,GCpi-0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 9-0-0,Extedor(2)9-0-0 to 41-10-8,Intedor(1)41-10-8 to 43-4-0 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 ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)10=980, 2=1154. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mill rev.10N31201S BEFORE USE Design valid for use only with MITekS connectors.TNs design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the biding designer must verify the applicability of design parameters and properly incorrxxate,this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addltlonol temporary and permanent bracing M iTe k Is always required for stability,and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the kt)dcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street,Sulte 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss russ Type Tearowicz Car Barn T11111067 74322 G1 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Thu May 11 14:00:28 2017 Page 1 ID:kFvnsnOwY419Ztt0_nM3lc6ylJgg-IeGBkuBgQFkZKgKVdnHkFZRH 19bW NgQBvKGv EfzHZbl -2-0-0 6-6-0 11-0-0 18-1-15 25-2-1 32-4-0 36-9-8 43-4-0 , 2-0-0 6 6 8 4-5-8 7-1-15 7-0-3 7-1-15 4-5-8 66 8 Scale=1:78.2 Sx8= 4x6 5x8= = 5.00 12 4 526 6 7 27 8 ` 1 3 8 28 a 25 v 2 10 j 1 14 18 17 16 15 14 13 12 11 too 34= 4x6= 3x10= 4x6= 4x5= r 6.6.8 11-0-0 18-1-15 I 25-2-1 32-4-0 _T 36-9-8 43-4-0 688 438 7-1-15 7-0$ 7-1-15 4-58 6-6-8 Plate Offsets(XY)— (4:G-5-12 0-2-81 I6.0-3-0 Edgel (8:0-5-12 0-2 81 LOADING(psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.78 14-15 >666 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.21 10 rt/a f1/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Wind(LL) 0.49 14-15 >999 240 Weight:219lb FT=20% LUMBER- 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 BOT CHORD Rigid ceiling directly applied or 4-5-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15,7-15,8-14 REACTIONS. (Ib/size) 10=1602/0-8-0,2=1715/0-8-0 Max Horz 2=206(LC 11) Max Uplift10=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-3385/2757,3-25=-0311/2774,3-4=-3044/2544,4-5=-3615/3042,5-26=-3615/3042, 6-26=3615/3042,6-27=-3615/3042,7-27=3615✓3042,7-8=-3618/3060,8-9—3049/2529, 9-28=-3305/2768,28-29=-3330/2760,10-293402/2751 BOT CHORD 2-182467/3056,17-18=-2467/3056,16-17=-2084/2777,15-16=2084/2777, 14-15=-2720/3618,13-14=2046/2782,12-13=-2046/2782,11-12=2439/3074, 10.11=-2439/3074 WEBS 3-17-395/455,4-17-218/375,4-15=839/1098,5-15=-404/505,7-14=455/495, 8-14=-828/1096,8-12=-221/377,9-12=-411/466 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53tt;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extehor(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 11-0-0,Extefior(2)11-0-0 to 39-10-8,Intehor(1)39-10-8 to 43-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)10=980, 2=1154. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev.10/03,2015 BEFORE USE Design valld for use only witlr MITek®connectors.This design Is based only upon parameters stwwn,and Is for an Irxilvldual building component,not a truss system.Before arse,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of IndlvkAfal truss web and/or chord members only. Additional temporary and permanent bracing M iTe k. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regading the fotxk=atkm.sloroge,delivery,erection and bracing of trusses and truss sysferns•seeANSI/TPII Quality Crlferla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avcilatie from Truss Rate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type ly Taerowiez Car Barn TllllID68 74322 G2 HIP 1 1 Job Reference floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Thu May 11 14:00:30 2017 Page 1 I D:kFvnsr10wY419Zh0_nM3lc6ylJ9g-hl Oy9aDwyt_HZ7UtkBKCK_W ZRzHNraARMeIOJXZHZb? 2-" 7-7-13 13-0-0 21-0-0 30-4-0 35 8-3 43 4-0 2-0-0 7-7-13 5-4-3 8$-0 8-8-0 5-4-3 7-7.13 Scale=1:79.6 5.00 F,2 5x8— 5x12 MT18HS= 5x8= 5 24 25 6 26 7 • 4x6 i 3x4 i 3x4 4 8 3 27 ds JP 23 2 9 1 Io C5� am 16 /5 14 28 t3 29 12 11 10 4x5 3x4 I I 4x6= 3x8- 3x4= 3x4 11 4x5= = 3x4= 4x6= 7-7-13 13 DO 21-8-0 30 4 0 35.8-3 43-4-0 7-7-13 5-4 3 8 8-0 8 8-0 5 4-3 7-7-13 Plate Offsets(XY) f3'0-3 0 Edael f5:0-5-4 0-2-41 f6:0-6-0 0-3-01 (7:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.27 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.6911-13 >750 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.20 9 n1a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.41 13 >999 240 Weight:214 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13,7-13 REACTIONS. (Ib/size) 9=1602/0-8-0,2=1715M-8-0 Max Horz 2=238(LC 11) Max Uplift9=-980(LC 12),2=-1154(LC 12) FORCES. (lb)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-3349/2706,3-23=-3269/2716,3-4=-3245/2726,4-5=-2886/2430,5-24=-3188/2760, 24-25=3188/2760,6-25=3188/2760,6-26=-3188/2760,7-26=3188(2760, 7-8=-2890/2421,8-27=-3262/2728,9-27=-3362/2718 BOT CHORD 2-16=-2413/3082,15-16=-2413/3082,14-15=-1938/2648,14-28=-1938/2648, 13-28=1938/2648,13-29=1907/2624,12-29—1907/2624,11-12=-1907/2624, 10-11=-2395/3030,9-10=2395/3030 WEBS 4-15=-518/558,5-15=254/489,5-13=-603/812,6-13=-540/644,7-13=-588/809, 7-11=260/493,8-11=-530/574 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=531t;eave--6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 13-0-0,Exterior(2)13-0-0 to 37-10-8,Interior(1)37-10-8 to 43-4-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=980, 2=1154. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M11-7473 rev.laV31WIS BEFORE USE. Design valid for use only with MiTek,t�,connectors.This design is based only upon parameters shown,and Is for an kxflvidual building component,not a truss system.Before use.the bull designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bull design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gu klance,regarding the fabrication.storage,delivery,erection and bracing of trllsses and truss systems.seeANSVMI Quality Criteria,DSB-89 and BCSI Buffang Component 6904 Parke East Blvd. Safety IMormall aval le from Truss Hate knsillute.218 N.Lee Sheet.Sulte 312.Alexaldrkx VA 22314. Tampa,FL 33610 Job russ Truss Type Qfy Ply Taarowicz Car Barn T11111069 74322 G3 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wek Industries,Inc. Thu May 11 14:00:31 2017 Page 1 I D:kFvrunOwY4l9Zh0_nM3lc6y1J9g-9DyKMwDYjA68BH341vrRtB3mKMceaznablVar_zHZb_ -2-" 8-9-2 15-" 21±-0 28-4-0 346-14 43-4-0 2-0-0 8-9-2 6.2.14 6-2-14 8-9-2 Scale=1:79.6 5.00 F12 5xe 3x4 11 5x8= 5 25 266 27 28 7 30 3x4 UIS i U6 4 3 89 29 ^ o 24 ?7 i 2 70 Ie 17 16 15 30 14 31 13 12 11 0 4x5= 3x4 11 Us= 3x8= 3x4= 3x4 11 4x5= 3x4= 4x6= &9 2 15-0-0 21 8 0 28-4-0 34 6 14 43-4-0 8-9-2 6-2-14 6-8-0 6-8-0 6-2-14 8-9-2 Plate Offsets(X Y)-- f3:G-3-0 Edgel f5:0-5-12 0-2-8] f7.0-5-12 0-2-81 f9:0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.24 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.56 13-14 >923 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(rL) 0.19 10 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.36 14 >999 240 Weight:220lb FT=20°/a LUMBER- BRACING- TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (fib/size) 2=171510-8-0,10=1602/0-8-0 Max Horz 2=271(LC 11) Max Uplift2=-1154(LC 12),10=-980(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-3299/2633,3-24=-3211/2644,3-4=-3148/2657,4-5=2703/2300,5-25=-2719/2423, 25-26=2719/2423,6-26=2719/2423,6-27=-2719/2423,27-28=-2719/2423, 7-28=-2719/2423,7-8=-2705/2287,8-9=-3157/2650,9-29=-3212/2639,10-29=-3309/2637 BOT CHORD 2-17=-2340/3052,16-17=-2340/3052,15-16=-2340/3052,15-30=-1776/2480, 14-30=1776/2480,14-31=1743/2438,13-31=-1743/2438,12-13=2313/2974, 11-12=2313(2974,10-11=-2313(2974 WEBS 4-17-0/284,4-15=676/658,5-15=301/534,5-14=396/540,6-14=411/503, 7-14_388/538,7-13=-304/538,8-13=-681/ ,8-11=0/286 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 15-0-0,Extedor(2)15-0-0 to 35-10-8,Interior(1)35-10-8 to 43-4-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1154, 10=980. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify degpn parameters and READ NOTES ON THIS AND MLUDED MrTEK REFERANCE PAGE MR-7473 rev.l W MI S BEFORE USE Design valid for use only with MlTekkfD connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek 1 Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regardng the fabrication.storage,delivery,erection and bracing of trusses and inns systems.seeANSI/TPli Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informabon available from Tans Plate kuttlute.218 N.Lee Street,Suite 312,Alexancirla.VA 22314. Tampa,FL 33610 ob Truss Trpuss ype yTJob rowicz Car Barn Till11070 74322 Tr 1 Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries.Inc. Thu May 11 14:00:32 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-dQViaGEAU UE?oReGscMgPPcwomx4JURkgxE7MQzHZaz i-2-" 8E-0 17-" 21-8-0 26-4-0 34-10-0 _ 43-4-0 22-0-0 Bfi-0 8-6-0 48-0 4�-0 8-6-0 8-6-0 Scale=1:79.6 • 5.o0 12 5x8 3x4 5x8= = 5 24 25 6 26 27 7 5x6 WB% 5x6 WB-- 8 • 3x4 i 3x4 4 3 9 28 23 2V\. 10 T� 0 16 15 14 29 30 13 12 11 4x5— 3x4 11 4x6- 3x8= 3x8= 4X6= 3x4 !I US 17-0-0 26-4-0 34-70-0 43-4-0 8 6-0 8-6-0 9-4-0 8-6-0 8-6-0 Plate Offsets(XY)-- f4-0-3-0 Edge],15-0-5-0 0-2-41 f7.0-5-0 0-2-41 (8.0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Poe) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.35 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.74 13-14 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(fL) 0.20 10 Na We BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.34 14-16 >999 240 Weight:220lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14,6-14,6-13,9-13 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=171SM-8-0,10=1602/0-8-0 Max Horz 2=303(LC 11) Max Uplift2=-1154(LC 12),10=-980(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=3368/2665,3-23=-0222/2688,3-4—2575/2143,4-5=-2479/2169,5-24—2300/2138, 24-25=-2300/2138,6-25=-2300/2138,6-26=-2300/2124,26-27=-2300/2124, 7-27=-2300/2124,7-8=-2480/2154,8-9=-2577/2129,9-28=-3231/2681,10-28=-3377/2667 BOT CHORD 2-16=-2385/3105,15-16=-2385/3105,14-15=2385/3105,14-29=1691/2368, 29-30=-1691/2368,13-30=1691/2368,12-13=-2358/3046,11-12=-2358/3046, 10-11-2358/3046 WEBS 3-16=0/320,3-14=-866✓811,5-14=-412/640,6-14=-309/245,6-13=308/240, 7-13=428/640,9-13=-877/820,9-11=0/321 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 17-0-0,Exterior(2)17-0-0 to 33-10-8,Interior(1)33-10-8 to 43-4-0 zone;C-C for members and forces 8r MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=1154, 10=980. 7)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE I W-7473 rev.IOAXWO15 BEFORE USE Design valid for use only with MiTek®connectors.Ihls design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the oppiicab0ty,of design parameters and property Incorporate this design Into the overall bold mj design. Bracing IrWlcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent b rackV MiTek' Is always required tot stability and to prevent collapse with possitAe personal Ir"y and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and iniss systems,seeANSt/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BW Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Sulte 312,Alexorxdria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Uty Ply Taerowicz Car Barn T71111071 74322 G5 HIP 1 i Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:33 2017 Page 1 I D:kFvnsr10wY419ZhO_nM3lc6ylJ9g-5c34ncFoFoMsQbCSPKtvycSBHAHz2v?t3b_gvszHZay 2-0-0 7E-0 12.9-13 19-0-0 24-4-0 30fi3 35.10-0 43-4-0 2-0-0 7f 0 5-313 6 2-3 54-0 6-2-3 5-3 13 7-6-0 Scale=1:79.6 5.00 12 5x6 5x8= 6 26 7 4x6� 3x4 3x4 3x6 C ' 5 8 4 25 927 3x4\\ 3x4 3 10 ao 28 24 2 11 1 Ie 17 29 16 30 15 31 14 13 3233 12 3x4- 5x6 WB= US— 3x4— 5x6 WB= 3x4= 4x5= 9-7-6 19-0-0 24-4-0 33-8-10 434-0 9-7-6 94-10 54-0 94-10 9-7-6 Plate Offsets(XY)-- f2:0-0-6 Edgel f4.0-3-0 Edgel f6.0-3-0 0-2-41 f7:0-5-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.31 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.79 12-14 >657 240 BCLL 0.0 Rep Stress Incr YES W B 0.53 Horz(TL) 0.19 11 r✓a We BCDL 10.0 Code FBC20147rP12007 (Matrix-M) Wind(LL) 0.3412-14 >999 240 Weight:228lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-15,7-15,8-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1 71 510-8-0,11=1602/0-8-0 Max Harz 2=336(LC 11) Max Uplift2=-1154(LC 12),11=-980(LC 12) Max Grav 2=1 720(LC 17),11=1623(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=3371/2559,3-24=-3307/2578,3-4=3188/2508,4-25=-3129/2520,5-25=-3106/2524, 5-6=-2348/2028,6-26=-2113/1974,7-26=-2113/1974,7-8=2348/2012,8-27=-3128/2516, 9-27=-3149/2511,9-10=3210/2500,10-28=3315/2576,11-28=-3394/2566 BOT CHORD 2-17=2281/3259,17-29=1972/2781,16-29=1972/2781,16-30=-1972/2781, 15-30-1972/2781,15-31=1389/2115,14-31-1389/2115,14-32=1936(2619, 13-32=-1936/2619,13-33=-1936/2619,12-03=1936(2619,11-12=-2252/3051 WEBS 3-17=314/351,5-17=254/580,5-15=-777/724,6-15=422/636,7-14=-4311734, 8-14=-7817728,8-12_309/588,10-12=319/398 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 19-0-0,Exterior(2)19-0-0 to 24-4-0,Interior(1)31-10-8 to 43-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 01=1b)2=1154, 11=980. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9-7473 rev.1MMIS BEFORE USE. Design valld for use only wihi MlTeW connectors.TNs design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall HE building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal 41kxv and property darnage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI i Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. safety informaiton available from Truss Plate Institute,218 N.Lee Sheet.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oy P Taarowcz Cer Barn T11111072 74322 G6 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 NhTek Industries,Inc. Thu May 11 14:00:34 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ZodT?xGR05Uj2lnez1O8VghlMaeWnIS1 HFjERJzHZax -2- 0 86-0 16-0-11 21-0-0 22-4-0 27-0-5 34-10-0 _ 43-4-0 2-0-0 86-0 7611 4-11-5 1-4-0 4-1— 1, 7111 8�-0 Scale=1:78.6 5x6= _ 5.00 12 6x6 6 7 5 8 4x6 9 4x6 2B 27 4 3 10 air 29 26 2 11j� �1 0 19 18 17 30 16 15 31 14 13 12 4x6= 4x6= 4x5= 4x5= 86-0 16-0.11 21-0-0 22-4-0 27.3-5 34-10-0 86-0 76-11 76-11 r a6-0 Plate Offsets(XY)-- [4.0-3-0 Edge],[6:0-3-0 0-2-41 [7:0-3-0 0-2-41 [9:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.22 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(rL) -0.57 17-19 >916 240 BCLL 0.0 ' Rep Stress Irtcr YES WB 0.83 Horz(TL) 0.20 11 rda n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.34 14 >999 240 Weight:240lb FT=20% LUMBER- BRACING- TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-17,5-16,8-15,10-14 REACTIONS. (lb/size) 2=1715/0-8-0,11=1602/0-8-0 Max Horz 2=368(LC 11) Max Uplift2=-1154(LC 12),11=-980(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-3338/2397,3-26=-3255/2420,3-4=-2654/2072,4-27=-2573/2083,5-27=-2551/2094, 5-6=2136/1841,6-7=1921/1765,7-8=2136/1856,8-28=-2552/2081,9-28=2565/2071, 9-10=-2655/2069,10-29=3251/2454,11-29=3348/2441 BOT CHORD 2-19=-2127/3111,18-19=-2127/3111,17-18=-2127/3111,17-30=1624/2434, 16-30=-1624/2434,15-16=-1166/1921,15-31=1588(2376,14-31=-1588/2376, 13-14=2098/3014,12-13=2098/3014,11-12=-2098/3014 WEBS 3-19=0/308,3-17=749/564,5-17—212/532,5-16=-906/773,6-16-554/666, 7-15=-558/666,8-15=-907/775,8-14=-216/535,10-14=-761/626,10-12=0/310 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Intedor(1)3-3-5 to 21-0-0,Extehor(2)21-0-0 to 22-4-0,Interior(1)29-10-8 to 43-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=ib)2=1154, 11=980. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON TINS AND INCLUDED MnEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. Design valld for use only with MITekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the bullchng designer must verify the applk;ab®Ity of design parameters and properly Incorporate this design Into the overall ME building design. Bracing Indicated Is to prevent Wckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPt 1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qfy Ply Tasravicz Car Barn T11111073 74322 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:35 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-2?BfCHG3nPdatvMfXIwN11 EVK_yVWtYAWvTnzlzHZaw 2-" 7-0-0 10-8-0 8-0 14-4-0 21.4-0 23-4-0 2-0-0 7-" 3-8-0 3.8-0 7-0-0 2-0-0 Scale=1:42.7 • 4x5= 3x4= 4x5= 3 17 4 18 5 1 5.00 F12 6 2 1 10 9 19 20 s 3x5= 3x4= 4x6 3x4= 3x5= 7-0-0 14-4-0 21-4-0 7-0-0 7.4-0 7-0-0 LOADING(psi) SPACING 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.19 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.42 8-10 >617 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.27 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:93 lb FT=20 LUMBER- BRACING- TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=144510-8-0,6=1446/0-8-0 Max Horz 2=147(LC 7) Max Uplift2=1122(LC 8),6=1122(LC 8) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2 74811 942,3-17=2497/1066,4-17=-2497/1866,4-18=-2499/1865,5-18=-2499/1865, 5-6=2751/1941 BOT CHORD 2-10=1597/2465,9-10=-1881/2733,9-19=1881/2733,19-20=1881/2733, 8-20=-1881/2733,6-8=-1597/2467 WEBS 3-10=-348/698,4-10=-395/418,4-8=-364/394,5-8=-323/682 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67tt;L=53ft;eave=6ff;Cat.11; Exp C;Encl.,GCpi=0.18;MIN FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)2=1122, 6=1122. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 340 lb up at 7-0-0, 86 lb down and 191 lb up at 9-0-12,86 lb down and 191 lb up at 10-8-0,and 86 lb down and 191 lb up at 12-3-4,and 165 lb down and 366 lb up at 14-4-0 on top chord,and 252 lb down and 184 lb up at 7-0-0,62 lb down and 4 lb up at 9-0-12,62 lb down and 4 lb up at 10-8-0,and 62 lb down and 4 lb up at 12-3-4,and 252 lb down and 184 lb up at 14-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:1-3=54,3-5=-54,5-7=54,11-14=-20 Concentrated Loads(lb) Vert:3=-108(F)5=-108(F)9=-37(F)10=-252(F)4=-86(F)8=-252(F)17=-86(F)18=-86(F)19=-37(F)20=-37(F) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.10/03,2015 BEFORE USE. Design volld fur use only with MITek+t,connectors.This design Is based only upon parameters shown,and Is for an Individual building component not o imss system.Before nae,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall to [xAldirxl design. &acing Indicated is to prevent buckling of Indivdual truss web and/or chard members only. Additional temporary and permanent bracing MI OW fs always required for stability and to prevent collapse with possible personal inlrxy and property damage. For general guidance regarding the fabricailon,storage.delivery,erection and bracing of muses and truss systems,seeANSI/TPII Quality CrBeda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate knsWe,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss fuss Type Ply Taarowicz Car Barn T11111074 74322 GRB SPECIAL 1 3 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Thu May 11 14:00:35 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-2?BrCHG3nPdatvMTXIwN1 I ETa_OOWjtAWvTnzlzHZaw 5-4-14 10-8-0 15-11-2 21-4.0 5.4-14 5-3-2 5-3-2 5-4-14 Scale=1:36.8 5x8 I I 7x12= 3x8 11 6x10 MT18HS= 7x12= 5x8 11 1 13 14 2 15 16 173 18 4 5 19 20 6 11 t0 9 6 7 12 3x4 I 7xe WB 5x14= 3x4 II 7x10= 7x10= 5-4-14 IG-8-0 15-11-2 21-4-0 5-4-14 5-3-2 5-3-2 5-4-14 Plate Offsets O;n f2:0-3-12 0-4-41 f4:0-5-0 Edged f5-0-4-12 0-4-41 f7:0-5-0 0-4-121 (12.0-5-0 0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOE 1.25 TC 0.63 Vert(LL) 0.34 9 >732 240 MT20 244/190 TCDL 7.0 Lumber DOE 1.25 BC 0.39 Vert(TL) -0.46 9 >545 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.95 Horz(TL) 0.09 7 rVa n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:444Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP 240OF 2.oE TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12,6-7:2x6 SP No.2,2-12,5-7:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=9800/0-8-0,7=6236/0-8-0 Max Upliftl2=-7217(LC 4),7=-4734(LC 4) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=3041/2379,1-13=-099/522,13-14=-699/522,2-14=699/522,2-15=-20962/15118, 1 5-1 6=-20962/1 511 8,1 6-1 7=-20962/1 51 1 8,3-1 7=-2 0962/1 51 1 8,3-1 8=-20962/1 51 1 8, 4-18_2 096 2/1 5 1 1 8,4-5=-2 0962/1 51 1 8,5-19=-286/237,19-20=286/237,6-20=286/237, 6-7=-165/340 BOT CHORD 11-12=11536/15950,10-11=11536/15950,9-10=11536/15950,8-9=-10310/14074, 7-8=-10310/14074 WEBS 2-1 2=-1 6580/1 1 973,2-9=-3885/5435,3-9=-4978/3604,5-9=-5215l7470, 5-7=-1 4990/1 0951 NOTES Continued on page 2 1)3-ply truss to be connected together with 1 Od(0.131"x3')nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=7217,7=4734. 9)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1660 lb down and 1359 lb up at 0-2-12,1660 lb down and 1359 lb up at 2-3-4,1660 lb down and 1359 lb up at 4-3-4,1548 lb down and 1163 lb up at 6-3-4,1548 lb down and 1163 lb up at 8-3-4,1548 lb down and 1163 lb up at 10-3-4,1548 lb down and 1163 lb up at 12-3-4,2773 lb down and 2228 lb up at 14-2-8,160 lb down and 145 lb up at 16-2-3,and 198 lb down and 321 lb up at 18-2-3,and 185 lb down and 408 lb up at 20-2-3 on top chord. The designtselection of such connection device(s)is the responsibility of others. Q WARNING-Verily deign parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MA-7473 rev.10/V30115 BEFORE USE. Design valid for use only with MITek9 connectors.TNs design Is based only upon parameters shown.and Is for an Individual buiding component,not a truss system.Before use,the building designer must ve fV the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrIcafiom storage,delivery,erection and bracing of trusses and trm systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI SuNding Component 6904 Parke East Blvd. Safety IMormaMon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type ply Taarowicz Car Barn T11111074 74322 GRB SPECIAL 1 3 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:36 2017 Page 2 1D:kFvrlsnOwY419ZhO nM3lc6yIJgg-WBIDOdHhXjIRH2x15SRcaFmeKNMFFA7JIZCLVBzHZav LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=54,7-12=-20 Concentrated Loads(lb) Vert:1=-1660 4=-2773 5=-160 13=-1660 14=-1660 15=1548 16=-1548 17=1548 18=-1548 19=-198 20=185 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE W7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before Lam,the building designer must verity the applicability of deslgn parameters and property Incorporate this design into the over., blYaing design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is aiways required for stability and to prevent collapse with possible personal Iniury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSVWII Quality Criteria,DS649 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Teas Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Truss Truss Type Q ly �Taatow'cz Car BarnTA74322 GRD HIP 12ob Reference(optional) Job Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:38 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SatzgJJx3K?9W M5QCtT4f gs_nBw7j7BcCthRa4zHZat -2-0-0 7-0-0 12-11-7 18-9-2 24-6-14 30-4-9 36-4-0 43-4.0 2-0-0 7-0-0 _1 _7 5-9.11 5-9-11 5-9-11 5-11-7 7-0-0 Scale=1:78.2 a 5x8 MT18HS= 3x8— 5x8 MT18HS= 500 F12 3x4 II 5x8MT18HS= 3x4= 3x4 it 3 25 26 4 27 28 5 29 30 6 3132 7 33 34 8 35 36 9 rA 2 10 1 ie 0 0 1s 37 38 17 16 39 40 15 41 42 43 14 44 45 13 12 46 47 11 3x6= 3x4 1 US MT18HS= 3x4 11 3x4= 4x10= 3x4 11 3x6= 4x10= 5x8 MT18HS= 7-0-0 12-11-7 18.9-2 24-6-14 30-4-9 36.4-0 43-" 7-0-0 5-11-7 5-9-11 5-9-11 5-9-11 5-11-7 7-0-0 Plate Offsets(X,Y)— f3:0-5-12 0-2-81 f6:0-40 Edgel f9:0-5-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 1.05 14-15 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.42 14-15 >365 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.27 10 n/a rda BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:407lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb(size) 10=2827/0-4-8,2=2937/0-8-0 Max Harz 2=141(LC 7) Max UpliftlO=-2045(LC 8),2=-2209(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6390/4621,3-25-9158/6770,25-26-9158/6770,4-26=-9158/6770, 4-27=9158/6770,27-28=9158/6770,28-29=9158/6770,5-29=-9158/6770, 5-30=-10733/7928,6-30=1 0733r7928,6-31=-1 073317928,31-32=-10733/7928, 7-32-10733l7928,7-33=9180/6803,33-34=-9180/6803,8-34=-9180/6803, 8-35—9180/6803,35-36=9180/6803,9-36=-9180/6803,9-10—6428/4682 BOT CHORD 2-18=4141/5814,18-37=-4144/5831,37-38-4144/5831,17-38=-4144/5831, 16-17-7740/10722,16-39=-7740/10722,39-40=7740/10722,15-40=-7740/10722, 1 5-41=-774 0/1 0 722,41-42=--7740/10722,42-43=-7740/10722,14-43=-7740(10722, 14-44=-7753/10733,44-45=-7753/10733,13-45=-7753/10733,12-13=-7753/10733, 12-46=-4203/5869,46-47=4203/5869,11-47=-4203/5869,10-11=4200/5851 WEBS 3-18=-47/492,3-17=-2738/3784,4-17=-621/696,5-17=1790(1286,5-15=0/418, 7-14=0/419,7-12=-1759/1263,8-12=-6221697,9-12=-2708/3753,9-11=-74/499 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 10=2045,2=2209. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Q WARNING-Ve ft dedgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MR-7473 rev.1aWM15 BEFORE USE. Design valid for use oNy with MITek®connectors.Taus design Is based only upon parameters shown,and Is for an Individual building component not a hues system.Before use,the building designer must verify the applicability of deslgi parameters and properly kooiporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k 1t always required for stability and to prevent collapse with possUe personal Injury and property damage. For general guidance regarding the fabr"lon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Teas Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job - Truss Truss Type PlyJi Toarowicz Car Barn T11111075 74322 GRD HIP 1ob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:38 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SatzgJJx3K?9W M5QCtT4fgs_nBw7j7BcCthRa4zHZat NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 340 lb up at 7-0-0,86 lb down and 191 lb up at 9-0-12,86 lb down and 191 lb up at 11-0-12,86 lb down and 191 lb up at 13-0-12,86 lb down and 191 lb up at 15-0-12,86 lb down and 191 lb up at 17-0-12,86 lb down and 191 lb up at 19-0-12,86 lb down and 191 lb up at 21-0-12,86 lb down and 191 lb up at 22-3-4,86 lb down and 191 lb up at 24-3-4,86 lb down and 191 lb up at 26-3-4,86 lb down and 191 lb up at 28-3-4,86 lb down and 191 lb up at 30-3-4,86 lb down and 191 Ito up at 32-3-4,and 86 lb down and 191 lb up at 34-3-4,and 165 lb down and 368 lb up at 36-4-0 on top chord,and 252 lb down and 184 lb up at 7-0-0,62 lb down and 4 lb up at 9-0-12,62 lb down and 4 lb up at 11-0-12,62 lb down and 4 lb up at 13-0-12,62 lb down and 4 lb up at 15-0-12,62 lb down and 4 lb up at 17-0-12,62 lb down and 4 lb up at 19-0-12,62 lb down and 4 lb up at 21-0-12,62 lb down and 4 Ito up at 22-3-4,62 lb down and 4 lb up at 24-3-4,62 lb down and 4 lb up at 26-3-4,62 lb down and 4 lb up at 28-3-4,62 lb down and 4 lb up at 30-3-4,62 lb down and 4 lb up at 32-3-4,and 62 lb down and 4 lb up at 34-3-4,and 257 lb down and 197 lb up at 36-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9=-54,9-10=-54,19-22=20 Concentrated Loads(lb) Vert:3=-108(B)6=-86(B)9=-109(B)18=-252(B)17=-37(B)4=-86(B)14=-37(B)7=-86(B)8=-86(B)12=-37(B)11=257(B)25=86(B)26=-86(B)27=-86(B)28=-86(B) 30=-86(B)31=-86(B)33=-86(B)34=-86(1]1)35=-86(B)36=-86(B)37-37(B)38=-37(B)39=-37(B)40=37(B)41=-37(B)42=37(B)43=-37(B)44=-37(B)45=-37(B) 46=-37(B)47=-37(B) • Q WARNING-Verity design parameters and READ NOTES ON THIS AND MVCLUDED MITEK REFERANCE PAGE Mal-7473 rev.lawW 15 BEFORE USE. Design valld for use only with MITe0)connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Addifional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Inkxy and property damage. for general guidance regarding the fabrication.storage,delivery,erection and bracing of tnwes and Truss systems,weANSi/TPI I Quality Cdterla,DS W19 and BCSI Building Component 6904 Parke East Blvd. Safety InformoXan available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Q Ply Taarowicz Car Barn T71111076 74322 (GRE MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:38 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SatzgJJx3K?9W M5QCtT4fgs4SB6Gj HfcCthRa4zHZat -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:18.9 4x8= 3x4 1 3 4 5.00 F12 2 Ej 1 2x3 3x4= 5 3x4= 5-0-0 6-8-0 r 5-0-0 1-" Plate Offsets QX Y)-- f3.0-5-0 0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.03 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.03 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=409/0-8-0,5=30 1/Mechanical Max Horz2=203(LC 8) Max Uplift2=-500(LC 8),5=-331(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-255/219 WEBS 3-5=-336/384 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=500, 5=331. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)81 lb down and 273 lb up at 5-0-0 on top chord,and 55 lb down and 26 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-4=-54,5-7=-20 Concentrated Loads(lb) Vert:6=-35(F)3=-81(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MR-7473 rev.l aV3/2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown.and Is for an Ir"Nidual building component,not a truss system.Before use.the bulid 1W designer must verify tho(470C.abYity of design parameters and rxotx-rly incorporate this design Into The overall building design. Bracing Indicated Is to prevent Lxtckling of Individual taus web and/or chord members only. Additional temporary and permanent bracing MOW is always recµdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance rega fdIng tfle fabrication,storage,delivery,erection and bracing of Pauses and taus systems,seeANSf/1PI I Quality Criteria,DSR-89 and SCSI auliding Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job T runs Truss Type Ply Taerowwz Car Barn T11111077! 74322 GRF MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:39 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3ic6ylJ9g-wm RM2fKZge708W gcma_JCtOE6bMZSihmRXR?6W zHZas 2-0-0 6-8-0 2-0-0 6-8-0 3x4 11 Scale=1:20.6 3 5.00 12 2 7 1 3x4= 3x4= 4 3x4 11 6-8-0 6-8-0 Plate Offsets(X,Y)-- (2:0-0-13,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.15 4-6 >515 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.13 4-6 >593 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n1a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=433/0-8-0,4=442/0-8-0 Max Horz2=243(LC 8) Max Uplift2=530(LC 8),4=-544(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=530, 4=544. 5)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)281 lb down and 342 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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:2-4=-20,1-3=-54 Concentrated Loads(lb) Vert:7=-281(B) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M8-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is teased only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent Nacing MiTek' Is always required for stability and to prevent collapse with possible personal Inlay and property damage. For general gaddance regarding the fabricafbn,storage,delivery,erection and bracing of trU55P.5 and truss systems,weANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information avallatAe from Truss Plate Institute,218 N.Lee Street,Sulte 312,Alexandrla.VA 22314. — Tampa.FL 33610 Job Truss Truss Type ory Ply Taarowicz Car Barn T11111078 74322 GRG HIP 1 2 Job Reference(optional) Charmers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Weir Industries,Inc. Thu May 11 14:00:40 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Oy_kF?KBbxFsmgFoKIVYk5x6(G?cb91 hvgBAYeyzHZar -2-0-0 7-0-0 12-11-7 18-9-2 24-6-14 30-4-9 36-4-0 _ 43-4-0 7-0-0 5-11-7 5-9.11 5-9-11 5-9-11 5-11-7 7-0-0 Scale=1:78.2 5x8 MT18HS= 3x8- 5x6 MT18HS= 500 12 3x4 II US MT18HS= 3x4= 3x4 11 3 25 26 4 27 28 529306 3132 7 33 34 8 35 36 9 T 2 10 m o � 18 37 38 17 16 39 40 15 41 42 43 14 44 45 13 12 46 47 11 3x6= 3x4 11 5x8 MT18HS= 3x4 11 3x4= 4x10= 3x4 11 3x6= 4x10= 5x8 MT18HS= 7-0-0 12-11-7 18-9-2 24-6-14 30-4-9 36-4-0_ 43-4-0 7-0-0 5-it-7 5-941 5-9-it 5-911 5-11-7 7-0-0 Plate Offsets(XY)-- (3-0-5-12 0-2-81 (6:0-4-0 Edgel f9:0-5-12 0-2-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 1.05 14-15 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TL) -1.42 14-15 >365 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.72 Horz(TL) 0.27 10 n/a rVa BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:407 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=2827/0-8-0,2=2937/0-8-0 Max Horz 2=141(LC 7) Max Uplift10=-2045(LC 8),2=-2209(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6390/4621,3-25=-9158/6770,25-26_9158/6770,4-26=-9158/6770, 4-27=9158/6770,27-28=9158/6770,28-29-9158/6770,5-29=-9158/6770, 5-30=-10734/7928,6-30=-10734/7928,6-31=-1 0734/792 8,31-32=-10734/7928, 7-32=-10734f7928,7-33=9180/6803,33-34=-9180/6803,8-34=-9180/6803, 8-35=-9180/6803,35-36=-9180/6803,9-36=-9180/6803,9-10=6428/4682 BOT CHORD 2-18=4141/5814,18-37=-4144/5831,37-38=-4144/5831,17-38=4144/5831, 16-17-7740/10722,16-39=-7740/10722,39-40-7740/10722,15-40=7740/10722, 1 5-41=-7740/1 0722,41-4 2=-7740/1 072 2,42-43=-7740/10722,14-43=--T740/10722, 14-44=-7753/10734,44-45=-7753/10734,1 3-4 5=-7753/1 0734,1 2-1 3=-7753/1 0734, 12-46=-4203/5869,46-47=-4203/5869,11-47=-4203/5869,10-11=4200/5851 WEBS 3-18=-47/492,3-17=-2738/3784,4-17=-621/696,5-17=1790/1286,5-15=0/418, 7-14=0/419,7-12=1759/1263,8-12=-622/697,9-12=27OW3753,9-11=-74/499 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 10=2045,2=2209. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on a e 2 0 WARNING-Vwhy design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev.faWW15 BEFORE USE Design valid for use only with MITek6 connectors.this design is based oNy upon parameters shown,and is for an Individual building component not a Irrrss system.Before use.the btdlding designer mast verify the applicability of design parameters and properly Incorporate this design into the overall ; building design. Bracing Indicaled is to prevent buckling of Irxllvld truss web tr web and/or chord members orgy.AddiBond temporary and permanent bracing Ml leis" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quailty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Ply Taarowicz Car Barn �f T11111078 74322 GRG HIP 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Thu May 11 14:00Ai 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-s8Y6TLLgM FNjNgq?t?OnHIUVOOygwUw3urw6BPzHZaq NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 340 lb up at 7-0-0,86 lb down and 191 lb up at 9-0-12,86 lb down and 191 lb up at 11-0-12,86 lb down and 191 lb up at 13-0-12,86 lb down and 191 lb up at 15-0-12,86 lb down and 191 lb up at 17-0-12,86 lb down and 191 lb up at 19-0-12,86 lb down and 191 lb up at 21-0-12,86 lb down and 191 lb up at 22-3-4,86 lb down and 191 lb up at 24-3-4,86 lb down and 191 lb up at 26-3-4,86 lb down and 191 lb up at 28-3-4,86 lb down and 191 lb up at 30-3-4,86 lb down and 191 lb up at 32-3-4,and 86 lb down and 191 lb up at 34-3-4,and 165 lb down and 368 lb up at 36-4-0 on top chord,and 252 lb down and 184 lb up at 7-0-0,62 lb down and 4 lb up at 9-0-12,62 lb down and 4 lb up at 11-0-12,62 lb down and 4 lb up at 13-0-12,62 lb down and 4 lb up at 15-0-12,62 lb down and 4 lb up at 17-0-12,62 lb down and 4 lb up at 19-0-12,62 lb down and 4 lb up at 21-0-12,62 lb down and 4 lb up at 22-3-4,62 lb ' down and 4 lb up at 24-3-4,62 lb down and 4 lb up at 26-3-4,62 lb down and 4 lb up at 28-3-4,62 lb down and 4 lb up at 30-3-4,62 lb down and 4 lb up at 32-3-4,and 62 lb down and 4 lb up at 34-3-4,and 257 lb down and 197 lb up at 36-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-9=-54,9-10=-54,19-22-20 Concentrated Loads(lb) Vert:3=-108(B)6=86(B)9=-109(B)18=-252(B)17=-37(B)4=-86(B)14=37(B)7=-86(B)8=-86(B)12=-37(B)11=-257(B)25=-86(B)26=-86(B)27=-86(B)28=-86(B) 30=-86(B)31=86(B)33=86(B)34=86(B)35=-86(B)36=-86(B)37=-37(B)38=-37(B)39=-37(B)40=-37(B)41=-37(B)42=37(B)43=-37(B)44=-37(B)45=37(B) 46=-37(B)47=-37(B) WARNIWG-Verify design parameters and READ NOTES ON THIS AND MCLUDED MrrEK REFERANCE PAGE MR-7473 rev.1W M)2015 BEFORE USE Design valld tow use only with MITek®connectors.TNs design is based only upon parameters shown.and Is for an Individual building component not a in=system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web aril/or chord members only. Addltlonal temporary and permanent braclg MiTek` Is always required for stability and to prevent collapse with possIb4e personal Injury and property damage. For general guidaoe regarding the fabrication,storage,delivery,erection and txacing of incases and truss systems,seeANSI/TPtl Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safely InrormaBon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Mexandda,VA 22314. Tampa.FL 33610 Job Truss Truss Type Uty Fly Taarowicz Car Barn T71111079 74322 GRK MONO HIP 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:41 2017 Page 1 I D:kFvnsnOwY4igZh0_nM3lc6ylJ9g-s8Y6TLLgMFNjNgq?t?OnH I UbhO8zweO3urw6BPzHZaq 5-0.0 2-0-0 5-0-0 1 -0 Scale=1:18.9 4x8= 3x4 11 3 4 5.00 12 2 6 1 2x3 11 3x4= 3x4= 5 5-0-0 ' - 6-8-0 5-0-0 1-8-0 Plate Offsets(),Y)-- f3:0-5-0 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.03 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.03 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) -0.00 5 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=409/0-8-0,5=301/0-8-0 Max Horz2=203(LC 8) Max Uplift2=-500(LC 8),5=-331(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2551`207 WEBS 3-5=-336✓384 NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi-0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=500, 5=331. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)81 lb down and 299 lb up at 5-0-0 on top chord,and 55 lb down and 26 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-4=-54,5-7=-20 Concentrated Loads(lb) Vert:6=-35(B)3=-81(B) Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M84473 rev.laWJ2015 BEFORE USE Design valid for use only with Milek,,connectors.1Ns design B based ordy upon parameters shown,and Is for an Individual bulling component not a huss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this des"n into the overall building design. Bracing Indicated Is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing WOW Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6804 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Q ly Taarowicz Car Barn T11111060 74322 GRw SPECIAL 1 3 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:42 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-KL6UghMS7ZVa?zOBRjYOpW OmvoQlfxBC7VffjrzHZap 5-4-11 10-7-10 15-10-9 21-1-7 26-4-6 31-7-5 37-0-0 5-4-11 5-2-15 5-2-15 5-2-15 5-2-15 5-2-15 5-4-11 THIS TRUSS IS NOT SYMMETRIC. Scale=1:73.5 PROPER ORIENTATION IS ESSENTIAL. 30 11 6x8= 3x4 11 4x8=4x6= 4x8= 4x8= 3x4 11 7xS= 3x4 11 1 2 3 19 4 5 6 7 20 8 9 10 4 0 0 78 21 22 23 t7 24 25 26 t6 27 28 29 3015 31 32 33 74 34 35 36 13 37 38 39 12 40 41 4243 11 6x10= 3x6 II 10x10= 7x8= 3x12 I lox10= 3x12 11 Bx70 11 5-4-11 10-7-10 15.10-9 21-1-7 26 -6 1 31-7-5 37-0-0 5 4-11 12-15 S 2-15 5-2-75 5 2-15 5-2-15 ' 14-11 Plate Offsets(),Y)-- [2:0-2-0,0-2-01.[9:0-2-8,0-3-01.[11:0-5-0,0-2-121,[13:0-5-0,0-6-01,[15:0-3-8,0-5-41,[16:0-5-0,0-"I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.38 Vert(TL) -0.35 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.72 Horz(TL) 0.07 11 rita rt/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.02 15 >999 240 Weight:1439 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-18,10-11:2x8 SP 240OF 2.OE,2-18,9-11:2x6 SP No.2 WEBS 1 Row at midpt 1-18,10-11,2-18,9-11 2-16,5-16,6-15,6-13,9-13:2x4 SP M 30 REACTIONS. (lb/size) 18=7301/0-4-0,11=9345/0-3-8 Max Uplil1118=825(LC 8),11=825(LC 8) Max GravlB=10665(LC 12),11=14758(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-342/112,2-3=-9007/598,3-19=-9007/598,4-19=9007/598,4-5=-9007/598, 5-6=-11872/722,6-7=-10743/598,7-20=-10743/598,8-20=10743/598,8-9=-1 0743/598, 10-11_356/112 BOT CHORD 18-21=362/4922,21-22=-362/4922,22-23=-362/4922,17-23=-362/4922, 17-24=362/4922,24-25=362/4922,25-26=-362/4922,16-26-362/4922, 16-27=722/11872,27-28=-722/11872,28-29=722/11872,29-30=-722/11872, 15-30=722/11872,15-31=723/12439,31-32=-72 3/1 24 39,32-33=-72 3/1 24 39, 14-33=-723/12439,14-34=723/12439,34-35=-72 3/1 24 39,35-36=-723/12439, 13-36=-723/12439,13-37=-062/6506,37-38=-362/6506,38-39=-362/6506, 39-40=-362/6506,12-40=-362/6506,12-41=-362/6506,41-42=-362/6506, 42-43=362/6506,11-43=362/6506 WEBS 2-18=-10989/803,2-17=0(1447,2-16=-521/9005,3-16=-733/257,5-16=-6314/316, 5-15=-W5191,6-15=-1251/45,6-14=0/4137,6-13=-3740/320,8-13=-760/257, 9-13=-521/9340,9-12=0/4311,9-11=-1 4467/803 NOTES- 1)3-ply truss to be connected together with 1 Od(0.131'x3')nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. Continued on page 2 Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mal-7473 rev.IO)OZW 15 BEFORE USE. Design valid for use only with MITekR connectors.This design Is based only upon parameters shown,and is for an Individual building component,not o truss system.Before mo,the bLAlding designer Must verify The applicability of design parameters and properly Incorporate this design into the overall t"Iding design. Brac inq indicated is to prevent buckling of individual truss web aril/or chord members only.Additional temporary and permanent tracing MI lek is always required for staNlity and to prevent collapse with possible personal Inpxy and property damage. For general guidance regarding the fatxibatlon,storage,delivery,erection and broctng of trusses and truss systems,seeANSi/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd_ Safety Information available from Truss Plate Institute,218 N.Lee Street,State 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply Taarowicz Car Barn T11111060 74322 GRW SPECIAL 1 .3 Job Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:42 2017 Page 2 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-KL6UghMS7ZVa?zOBRjYOpW Omvo0lfxBC7VffjrzHZap NOTES 5)N/A 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 8)Bearing at joint(s)18,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)18=825,11=825. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)492 lb down at 1-7-4,492 lb down at 3-7-4,492 lb down at 5-7-4,492 lb down at 7-7-4,492 lb down at 9-7-4,793 lb down at 11-7-4,793 lb down at 13-2-12,1567 lb down at 15-2-12,1567 lb down at 17-2-12,1567 lb down at 19-2-12,1567 lb down at 21-2-12,1567 lb down at 23-2-12,1567 lb down at 25-2-12,1567 lb down at 27-2-12,1567 lb down at 29-2-12,1567 lb down at 31-2-12,and 1567 lb down at 33-2-12,and 1567 lb down at 35-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-10=-150,11-18=-20 Concentrated Loads(lb) Vert:17=-236(F)14=-773(F)21=-236(F)23=-236(F)24=-236(F)26=-236(F)27=387(F)29=387(F)30=-773(F)31=-773(F)33=-773(F)34=-773(F)36=773(F) 37=-773(F)39=-773(F)40=-773(F)41=773(F)43=-773(F) Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MR-7473 rev.10103MIS BEFORE USE. Design valid for use only with MITekJ connectors.This design Is based only upon parameters shown,and Is for oin Individual building component,not a truss system.Before use,the building designer must verify the applicability d Ix lty of design parameters and Incorporate this design into the overall building design. Bracing Indicated Is to prevent txickling of Individual thus web and/or chord members only. Additlonal Temporary and permanent bracing Welk" Is always recµilred for stability and to prevent collapse with possible personal Inkry and property damage. For general guidance regarding the fabilcatlon,storage,delivery,erection and bracing of tnrsses and truss systems,seeANSi/TPI I Quality Criteria,DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Q ty Ply Taarowicz Car Barn T11111081 74322 HV8 GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu May 11 14:00:43 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-pXgsuON4usdRd7zN?Q3FMjZwECpLOXOLM9PCFHzHZao i 3.4-11 4-5-5 7-10-0 3-4-11 1-0-10 3-4-11 Scale=1:14.9 3x6= 3x6= 2x3 II 5.00 12 2 3 4 sLj _N V 5 1 6 3x4 2x3 11 3x4 J 7-10-0 7-10-0 Plate Offsets(XY)-- f2:0-3-0,0-2-41,(4:0-3-0,0-2-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(ILL) We n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Ven(TL) rba n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(TL) 0.00 5 r1la n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purffns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=l l2/7-10-0,5=112l7-10-0,6=248/7-10-0 Max Horz1=44(LC 11) Max Upliftl=-79(LC 12),5=79(LC 12),6—130(LC 12) Max Gravl=112(LC 1),5=116(LC 18),6=248(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=161/277 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;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 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except(jt=lb) 6=130. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MA-7473 rev.10OXM15 BEFORE USE. eses Design valid tot use only with MllekF,.connectors.This design is based only upon parameters shown,and Is for an Individual building component,not . a truss system.Before use.The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members orgy. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSUM1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information aval able from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job TrussTruss Type Fly Tearowicz Car Barn T11111062 74322 J1 MONO TRUSS 15 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc. Thu May 11 14:00:43 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-pXgsuON4usdRd7zN?Q3FMjZmNCpXOYgLM9PC FHzHZao -2-0-0 L_ 1-0-0 2-0-0 1-0-0 Scale=1:8.3 3 5.00 F12 2 i 1 4 3x4= 1-0-0 _J t-0-0 Plate Offsets()1%Y)- f2:0-0-2 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-21/Mechanical,2=239/0-8-0,4=-35✓Mechanical Max Horz2=102(LC 12) Max Uplift3=-21(LC 1),2=-342(LC 12),4=-35(LC 1) Max Grav3=51(LC 12),2=239(LC 1),4=77(LC 12) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53f;eave=6ft;Cat.11; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=342. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. WARNING-Vwfy dedgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev.iow3/2a15 BEFORE USE Design valid for use only with MITek®connectors.R*design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters aril properly hcorporate 111k design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k Is always required tot stability and to prevent collapse with possible personal"and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Crlteft,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformoBon avallable from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. — Tampa.FL 33610 Job Truss 7us Oty Ply Taarowicz Car BarnT11111063 74322 J1A USS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:43 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-pXgsuON4usdRd7zN?03FMjZmNCpXOYgLM9PC FHzHZao -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:8.3 3 5.00 12 2 rn 0 • an r� 0 1 4 3x4= 1-0-0 1-0-0 Plate Offsets(X,Y)-- (2:0-0-2,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(rL) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 3=-2 1/Mechanical,2=239/0-4-8,4=-35/Mechanical Max Horz2=102(LC 12) Max Uplift3=-21(LC 1),2=-342(LC 12),4=-35(LC 1) Max Grav3=51(LC 12),2=239(LC 1),4=77(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Qt=lb) 2=342. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8.7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek4_,)connectors.This design Is based only upon parameters shown,and Is for an Individual Wilding component,not a truss system.Before use,the building designer must verify the aptlk:ablity of design parameters and property Incorporate this design Into the overall Is* building design. Rachg indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required fox stability and to prevent collapse with possible personal Injury and property damage. For general grddmce regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI t Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety information avaliable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply Taarowicz Car Barn T11111084 74322 J3 MONO TRUSS 15 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Thu May 11 14:00:44 2017 Page 1 I D:kFvnsnOwY4l9Zh0_nM3lc6yIJ9g-Hj EE5MNif All EHYZZ8aUvx6x7c8x7?wVap8mnjzHZan -2-0-0 3-0-0 2-0-0 3-M Scale=1:12.6 3 5.00 12 • r: 2 1 3x4= 4 3-M 3-" Plate Offsets(),Y)-- f 2:0-0-2 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 4-7 >999 240 Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=252/0-8-0,4=21/Mechanical Max Horz2=149(LC 12) Max Uplift3=-47(LC 12),2=-264(LC 12) Max Grav3=56(LC 17),2=252(LC 1),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 2=264. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M8-7473 rev.laV3.2015 BEFORE USE. Design valkt for use only with MITeWR connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the LAAding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only. Addlflonal temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrleaWn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPf 1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaltc bie from Truss Plate institute,218 N.Lee Street.Suite 312,Alexandrla.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Py Taarowk z Car Barn T111110051� 74322 J3A MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Thu May 11 14:00:44 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Hj EE5MN ifAll EHYZZ8aUvx6x7c8x7?wVap8mnjzHZan -2-0-0 3-M 2-0-0 3-M Scale=1:12.6 3 5.00 12 J Im 2 i i 3x4- 4 3-M Plate Offsets(),Y)-- (2:0-0-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.00 4-7 >999 240 Weight:13 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=252/0-4-8,4=21/Mechanical Max Horz2=149(LC 12) Max Uplift3=47(LC 12),2=-264(LC 12) Max Grav3=56(LC 17),2=252(LC 1),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;13=67ft;L=53ft;eave=6ft;Cat.II; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=1b) 2=264. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 ray.IGV32015 BEFORE USE. Design valid for use only with MITek9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a IrUSS system.Before use,the Lxdlding designer must verity the applk;abYlty of design parameters and properly incorporate this design Into the overall bu9ldfng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Add Iflonal temporary and permanent bracing MiTek' Is always rec"red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seo-ANSI/TPi I Quality Crtlerla,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. j Safety IMormation available from Truss Plate Institute,218 N.Lee Street.SuBte 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type uty Ply Taarowicz Car Bern T11111086 74322 J38 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1ek Industries,Inc. Thu May 11 14:00:45 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Iwodl iOKQUt9sR7m6r5j R8eHzOUosSAepTWKAzHZam 3-0-0 3-0-0 Scale=1:10.9 2 5.00 12 n m i 3x4= 3 3-0.0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 VeR(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Wind(LL) 0.01 3-6 >999 240 Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=121/0-8-0,2=59/Mechanical,3=31/Mechanical Max Horz 1=71(LC 12) Max Upliftl=-60(LC 12),2=-63(LC 12),3=-6(LC 12) Max Grav1=124(LC 17),2=65(LC 17),3--14(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;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 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2,3. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. "WARNING-Verity d eign parameters and READ NOTES ON THIS AND WCLUDED AIREK REFERANCE PAGE A07473 rev.MWI,2015 BEFORE USE Design valid for use only with MITeK,)connectors.This design Is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verity the apr-Ilcat-Ally,of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltkxnal Temporary and permanent bracing M iTe k' It always rectuked for stability and To prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/IPI i Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd_ Safety Inform lion available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Taarowicz Car Barn T11111087 74322 JS MONO TRUSS 12 1 Job Reference(optional) Chambers Truss. Fort Pierce.FL 7.640 s Apr 19 2016 M{Tek Industries,Inc. Thu May 11 14:00:45 2017 Page 1 I D:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-lwodl iOKQUt9sR7m6r5jR8e6tOSEsSAepTuJKAzHZam -2-0-0 5-0-0 _ 2-0-0 5-0-0 Scale=1:16.7 3 8 5.00 F12 2 e 6 1 3x4= 4 5-0-0 5-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(ILL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES i WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 Weight:19lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=95/Mechanical,2=334/0-8-0,4=41/Mechanical Max Horz2=199(LC 12) Max Upiift3=102(LC 12),2=-294(LC 12) Max Grav3=106(LC 17),2=334(LC 1),4=73(LC 3) ' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;13=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 4-10-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf 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 100 lb uplift at joint(s)except Qt=lb)3=102, 2=294. 6)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. i WARNING-Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.fay 2olS BEFORE USE. Design valid for use only wltn MlTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a miss system.Before use,the building designer must verify the ogX.-Ik:ablity of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal troy and property damage. for general guldarce regarding the fobtication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Ply an 74322 15A MONO TRUSS T11171088 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:46 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-D6M?W 2 PyBn?OUb ygYcy_MBKNPntlbvOo27dssczHZal 5-" Scale=1:15.1 2 • 5.00 rl2 X VX 3x4= 3 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 1 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=214/0-4-8,2=99/Mechanical,3=46/Mechanical Max Horz 1=121(LC 12) Max Upliftl=11O(LC 12),2=109(LC 12),3=-1(LC 12) Max Grav1=220(LC 17),2=11O(LC 17),3=74(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb)1=1 10 ,2=109. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MNIEK REFERANCE PAGE MR-7473 rev.lW3i20r5 BEFORE USE Design valid for use only with MllekG connectors.This design Is based only upon parameters shown,and Is for an individual buldi g component,not a tnrss system.Before trse,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building g design. Bracing Indicated is to prevent buckling of IndivkiLK9 truss web an difor chord members only. Additional temporary and permanent bracing Mi lek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrk:atlo,storage,delivery,erection and bracing of trusses and truss systems,see_ANSMI I Quality Criteria,DSR-89 and SCSI Buldrig Component 6904 Parke East Blvd. Safety Information available from truss Plate institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tanga,FL 33610 Job Truss Truss Type Qty ly Taarowicz Car Barn T11111069 74322 J5B MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Thu May 11 14:00:46 2017 Page i I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-D6M?W 2PyBn?OUbiygYcy_MBKNPnubvQo27dssczHZa1 5-0-0 5-" Scale=1:15.1 2 • 5.00 12 • 1 3x4= 3 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 1=214/0-8-0,2=99/Mechanical,3=46/Mechanical Max Horz 1=121(LC 12) Max Upliftl=110(LC 12),2=109(LC 12),3=-l(LC 12) Max Gravl=220(LC 17),2=110(LC 17),3=74(LC 3) ' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb)1=1 10 ,2=109. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. A WARNING-Verity design parameters and READ NOTES ON THIS AND wcLUDED urrEK REFERANCE PAGE MR-7473 rev.144K WIS BEFORE USE. Design valid for use only with MITekn connectors.This design Is based only upon parameters shown,and is for an kdMdual building component not a inns system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of misses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instlfute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Taarowicz Car Barn T11111090 74322 J7 MONO TRUSS 29 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:46 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-D6M?W 2 PyBn?OUbiygYcy_MBOGPkgbvQo27dssczHZal -2-0-0 7-0-0 2-0-0 7-0-0 Scale=1:20.7 3 T 5.00 F12 9 2 8 1 3x5= 4 7-0-0 7-0-0 Plate Offsets(),Y)-- f2:0-0-6 Edgei LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 j BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.01 2 n/a rda BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.07 4-7 >999 240 Weight:25 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=140/Mechanical,2=421/0-8-0,4=57/Mechanical Max Harz 2=249(LC 12) Max Uplift3=-153(LC 12),2=-336(LC 12) Max Grav3=155(LC 17),2=421(LC 1),4=102(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-11 to 3-3-5,Interior(1)3-3-5 to 6-10-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=153, 2=336. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Va-W d dgn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR-7473 rev.I0103M15 BEFORE USE Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must vedfy the%4-4ic-,A a property Alty of design parameters nd Incorporate this design Into the overall HE "cling design. Racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always recored for stability and to prevent collapse with possible personal"and property damage. "general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-39 and SCSI Building Component 6904 Parke East Blvd. Safety Information avclHc"e from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type �Qty Ply Taarowicz Car Barn T11111091 74322 J7A MONO TRUSS 6 1 Job Reference(optional) Chambers Truss. For[Pierce.FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Thu May 11 14:00:47 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-hivNjOQby57t51H8EG7BW ZkZcp3oKMfxH nNQ02zHZak 7-" 7-" Scale=1:19.6 2 5.00 F12 7 s 1 3x5= 3 7-0-0 7-" Plate Offsets(X,Y)-- 11:0-5-14 0-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.06 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 3-6 >524 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) -0.01 1 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.08 3-6 >999 240 Weight:22lb 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=305/0-8-0,2=142/Mechanical,3=60/Mechanical Max Horz 1=171(LC 12) Max Upliftl=-1 58(LC 12),2=-157(LC 12) Max Grav1=313(LC 17),2=157(LC 17),3=103(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;13=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 5-4-0,Interior(1)5-4-0 to 6-10-4 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=158, 2=157, 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.fa/032015 BEFORE USE. Design valid for use only with Mllek,A)connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a Truss system.Before use..the brdlding designer must verify the applicability of design parameters arxi properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A IYI iTek is always required for stablilly and to prevent collapse whh posslle persorxtl Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty pry Taarowicz Car Barn T71111092 74322 K MONO TRUSS 15 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 a Apr 19 2016 MiTek industries,Inc. Thu May 11 14:00:47 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g-hlvNjOQby57t51H8EG7BW ZkYgp7_KMfxHnNQ02zHZak -2-0-0 6-8-0 2-0-0 6-8-0 3x4 11 Scale=1:21.1 3 5.o0 12 • 9 2 8 1 3x4= 4 3x4 11 6-8-0 6-" Plate Offsets(XY)— f2.0-0-10 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) OA9 4-7 >417 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.10 4-7 >770 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.01 2 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:28 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=405/0-8-0,4=189/0-8-0 Max Horz 2=240(LC 12) Max Uplift2=-496(LC 12),4=-250(LC 12) • FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-151/318 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft Cat.II; Exp C;End.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-11 to 3-3-5,Intedor(1)3-3-5 to 6-6-4 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2--496, 4=250. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MI fek,5 connectors.Mils design Is based only upon parameters shown,and Is for an indlvldual building component,not a tr(w system.Before use,the building designer Must verity the opplicab9ity of design parameters and property Incorporate this design into me overall �A building design. Bracing indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing I V I ITe k , Is always required for siabikily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSVTPi1 Quality Criteria,DSB-89 and SCSI 8uitding Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate knstitule,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa.FL 33610 Job ITruss Truss Type Qty Ply Taarowicz Car Barn T11111093 74322 KJ5 MONO TRUSS 3 i Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:48 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6yIJgg-9VTIxkQDjPFkjusLozeQ3nGk1 DXE3pv5VR6zwVzHZaj -2-9-15 3-9-9 7-0-2 _ 2-9-15 3-9-9 3-2-8 Scale=1:18.9 3 3.54 F12 g 8 2 10 71 1 3x4= 4 7-0-2 —— 7-0-2 Plate Offsets(X,Y)-- f2:0-1-8 0-0-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 Weight:26lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=334/0-11-5,4=43/Mechanical Max Horz 2=198(LC 8) Max Uplift3=-96(LC 8),2=-285(LC 8) Max Grav3=106(LC 1),2=334(LC 1),4=80(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,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 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 2=285. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 lb down and 83 lb up at 1-6-1, 80 lb down and 83 lb up at 1-6-1,and 31 lb down and 82 lb up at 4-4-0,and 31 lb down and 82 lb up at 4-4-0 on top chord,and 55 lb up at 1-6-1,55 lb up at 1-6-1,and 22 lb up at 4-4-0,and 22 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,4-5=-20 Concentrated Loads(lb) Vert:8=46(F=23,B=23)9=52(F=26,13=26)10=65(F=33,13=33)11=16(F=B,B=8) 0 WARNING-Varly d@Wgn pammetem and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev.1041=015 BEFORE USE. Design vaild for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly irworporote this design Into the overall Iff ;� building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing Ml lek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tRJSS systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 r r Job Truss Truss Type Qty Ply Taarowicz Car Barn TN 111094 74322 KJ7 MONO TRUSS 4 i Job Reference(optional) Charters Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Thu May 11 14:00:48 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-9VTlxkQDjPFkjusLozeQ3nGk1 DWt3nl5VR6zwVzHZai -2-9-15 5-9-9 9-10-1 2-9-15 5-9-9 4-0-7 Scale:1/2'=1' 4 I • 12 3.54 F12 3x4 3 • 11 10 2 13 14 6 15 1 3x5= 2x3 11 5 3x4= 5-9-9 9-7-13 "Orl 5-9-9 3-10-3 Plate Offsets(XY)-- 12.0-1-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(fL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.18 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=99/Mechanical,2=415/0-11-5,5=244/Mechanical Max Horz 2=248(LC 8) Max Uplift4=114(LC 8),2=-327(LC 8),5—134(LC 5) ' FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-48W377,10-11=-486/370,3-11=-443/329 BOT CHORD 2-13=336/443,13-14=336/443,6-14_336/443,6-15=336/443,5-15=-336/443 WEBS 3-5=-486✓369 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;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 100 lb uplift at joint(s)except Ot=lb)4=114, 2=327,5=134. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 lb down and 83 lb up at 1-6-1, 80 lb down and 83 lb up at 1-6-1,31 lb down and 82 lb up at 4-4-0,31 lb down and 82 lb up at 4-4-0,and 21 lb down and 147lb up at 7-1-15,and 21 lb down and 147 lb up at 7-1-15 on top chord,and 55 lb up at 1-6-1,55 lb up at 1-6-1,22 lb up at 4-4-0,22 lb up at 4-4-0,and 15 lb down and 17lb up at 7-1-15,and 15 lb down and 17lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,5-7=-20 Concentrated Loads(lb) Vert:10=46(F=23,B=23)11=52(F=26,B=26)12=-42(F=-21,B=-21)13=65(F=33,B=33)14=16(F=8,B=8)15=-25(F=-12, B=-12) A WARNING-Verity dewgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.10/03MI S BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual bulding component not a Ines system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Is building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chard members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possble personal Inilxy and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of teases and truss systems,seeANSi/TPI I Quality Criteria,DSB-a9 and BCsi Building Component 6904 Parke East Blvd. Safety Information avaliable from Teas Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss F"Oulss, Type Qty ly Taarowicz Car BarnT11111095 74322 KJA TRUSS 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:49 2017 Page 1 i D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-dhl784RrUiNbL2RXLhAfc—pz8dssoDN Ek5sXTxzHZai 5-9-9 9-10-t 5-9-9 4-" 3 Scale=1:20.7 T 3.54 12 � 10 3x4 2 Cf 71 1 it 5 12 2x3 11 3x4 3x4= = 4 5-9-9 9-7-13 9L0�1 5-9-9 3-IG-4 Or2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.05 5-8 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.24 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 5-8 >999 240 Weight:38 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=376/0-11-5,3=91/Mechanical,4=300/Mechanical Max Horz 1=171(LC 8) Max Upiiftl=-236(LC 8),3=-104(LC 8),4=-215(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=f35/443,2-9=577/405 BOT CHORD 1-11=-488/581,5-11=-488/581,5-12=-488/581,4-12=-488/581 WEBS 2-4=-638/536 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;save=6ft;Cat.11; Exp C;Encl.,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 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=236, 3=104,4=215. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)11 lb down and 101 lb up at 4-4-0, 11 lb down and 101 lb up at 4-4-0,and 23 lb down and 154 lb up at 7-1-15,and 23 lb down and 154 lb up at 7-1-15 on top chord,and 3 lb down and 36 lb up at 4-4-0,3 lb down and 36 lb up at 4-4-0,and 18 lb down and 31 lb up at 7-1-15,and 18 lb down and 31 lb up at 7-1-15 on bottom chord. The designtseiection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,4-6=-20 Concentrated Loads(lb) Vert:9=35(F=18,B=18)10=-46(F=-23,B=-23)11=-5(F=3,B=-3)12=-35(F=-18,B=-18) A WARNING-Vergy design parameters and READ NOTES ON THIS AND INCLUDED MNTEK REPERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekV connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the aroicabilty of design parameters and property Incorporate this design Into the overall , building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MiTek , Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding it-,-- fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSIITPII Quality Criteria,DSB-89 and BCSI isumng Component 6904 Parke East Blvd. Solely Irdorma8on available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla,VA 22314. - Tampa.FL 33610 Job Truss Truss Type Taerowicz Car Barn T11111096 74322 KJA7 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 1 Industries,Inc. Thu May 11 14:00:49 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-dh 1784RrUiNbL2RXLhAfc-pvnds4oEEEk5sXTxzHZai -2-9-15 5-9-9 9-10-1 2-9-15 5-9-9 4-" Scale:1/2'=1' 4 12 I 3.54 F12 3x4 7 3 • 11 to- 2 13 14 6 15 1 3x6= 2x3 11 5 3x4= 5-9-9 9-7-13 9 tOrt 5-9-9 3-IG-4 Plate Offsets(XY)-- (2:0-1-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Ven(LL) -0.02 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 Na rl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:43 lb FT=20"/* LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=99/Mechanical,2=417/0-11-5,5=248/Mechanical Max Horz2=248(LC 8) Max Uplift4=-116(LC 8),2=-333(LC 8),5=-148(LC 5) • FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-490/399,10-11=-494/392,3-11=-451/351 BOT CHORD 2-13=357/450,13-14—357/450,6-14=357/450,6-15=357/450,5-15=357/450 WEBS 3-5=-494/392 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave-611;Cat.II; Exp C;Encl.,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 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except 011=1b)4=116, 2=333,5=148. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 lb down and 83 lb up at 1-6-1, 80 lb down and 83 lb up at 1-6-1,31 lb down and 82 lb up at 4-4-0,31 lb down and 82 lb up at 4-4-0,and 21 lb down and 147 lb up at 7-1-15,and 23 lb down and 154 lb up at 7-1-15 on top chord,and 55 lb up at 1-6-1,55 lb up at 1-6-1,22 lb up at 4-4-0,22 lb up at 4-4-0,and 15 lb down and 17lb up at 7-1-15,and 18lb down and 31 lb up at 7-1-15 on bottom chord. The desigrt/seiection 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(pit) Vert:1-4=54,5-7=20 Concentrated Loads(lb) Vert:10=46(F=23,B=23)11=52(F=26,B=26)12=-44(F=-21,B=-23)13=65(F=33,B=33)14=16(F=8,B=8)15=30(F=-12, B=-18) Q WARNIFIG-Verpy dsedgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1110-7473 rev.l aW/2015 BEFORE USE Design valid for use only with Milebt%connectors.this design Is unseal only upon parameters shown,and Is for an Individual bustling component,not a truss system.Before use,the building designer must verify the applicability of ddeslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M[Tek' Is always required for stability and to prevent collapse with possible personal IMury and property damage. For general guidance regarding the fabrlcaflon.storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPII Quality Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sdety Information avallabie from Truss Plate Institute,218 N.Lee Street.State 312,Alexandria.VA 22314, Tampa,FL 33610 t Job Truss Truss Type Qty Ply Taarowicz Car Barn T71111097 74322 MHV8 GABLE 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:51 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-a49uZmT5?KeJaMbwT6C7hPuELQWjG8TXCPLdXpzHZag 5-9-8 7-11-0 5-9.8 2-1-8 Scale=1:16.9 3x6= 3x4 11 3 4 5.00 F12 2x3 II 2 i 6 5 3x4 2x3 3x4 II 7-11-0 7-11-0 Plate Offsets(X,Y)— f3:0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ` Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix) Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. e OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=9&7-11-0,5=123/7-11-0,6=303l7-11-0 Max Horz 1=127(LC 12) Max Upliftl=20(LC 12),5=-79(LC 12),6=-219(LC 12) Max Gravl=95(LC 1),5=123(LC 1),6=319(LC 17) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-6=-233/472 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=531t;eave=6ft;Cat.11; Exp C;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 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5 except Qt=lb) 6=219. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED AffTEK REFERANCE PAGE MR-7473 rev.10)0"15 BEFORE USE. Design valid for use only with MITek*connectors.This design Is based only upon parameters shown,and Is for an Individual building component rat a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into tine overall ;� txdlding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MI Ie k is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truas Rate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss F"'U'SISIT ype Qty ly Taarowicz Car BarnT11111098 Job TrussMHVI 2 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Thu May 11 14:00:50 2017 Page 1 I D:kFvnsnowY419ZhO_nM3lc6ylJ9g-5tbW MQSTEOVSyCOjvOhu8CL3B19OXhLNzlb4?NzHZah 2-11-0 5.9-8 11-11-0 2-11-0 2-10-8 6-1-8 Scale=1:20.4 3x6— 3x6 11 3x4 11 • 3 9 4 10 5 5.00 12 Ll 2x3 II 2 t 8 7 6 i 3x4' 2x3 11 2x3 11 3x4 I I 2-11-0 11-11-0 2-11-0 9-0-0 Plate Offsets(X`)-- f3:0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 6 n/a ri/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:41 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 2x4 SP N0.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-11-0. (lb)- Max Horz 1=127(LC 12) • Max Uplift All uplift 100 lb or less at joint(s)1 except 6=-102(LC 8),7=-230(LC 12),8=-178(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,6 except 7=360(LC 1),8=255(LC 17) FORCES. (lb)-Max Comp-/Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=-261/444,2-8=-190/334 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-8-12 to 11-1-8,Interior(1)11-1-8 to 11-9-4 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)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb)6=102 ,7=230,8=178. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verly design parameter;and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev.f0A3/2015 BEFORE USE. Design valid for use only with MlleM connectors.This design Is based only upon pararneters shown,and Is for an individual building component not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buAding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k. Is dways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Idxicafiom storage,delivery,erection and bracing of trusses and truss systems,seeANSVMI Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa.FL 33610 Safety Informallon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Job Truss Truss Type Qty Ply Tee rowicz Car Barn T11111099 74322 MHV16 GABLE 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:50 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-5tbW MQSTEOVSyCOjvOhu8CL1w1 B9XhHNzlb4?NzHZah 5-9-8 15-11-0 5-9-8 10-1-8 Scale=1:26.9 3x6 2x3 3x4 s 5.00 12 3 4 9 10 5 2x3 I ♦ 2 1 3x4 8 7 6 2x3 11 2x3 11 3x4 15-11-0 15-11-0 Plate Offsets(X,Y)— (3:0-3-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz(TL) 0.00 6 n/a tVa BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-11-0. (lb)- Max Horz 1=127(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1 except 6=119(LC 8),7=-286(LC 12),8=262(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,6 except 7=472(LC 1),8=375(LC 17) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=345/454,2-8=270/459 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ff;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)0-8-12 to 11-1-8,Intedor(1)11-1-8 to 15-9-4 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)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb)6=119 ,7=286,8=262. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parametom and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MN-7473 rev.laV34015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a ULM system.Before use,the brdlding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall HE building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Adalftonat temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systerns,seeANSI/TPII Qualify Criteda,DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Inlormatlon avaliable from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Taarowicz Car Barn T1I111100 74322 MV4 GABLE 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7,640 s Apr 19 2016 Mi rek Industries,Inc. Thu May 11 14:00:51 2017 Page 1 ID:kFvnsnOwY4l9Zh0_nM3lc6yIJ9g-a49uZmT5?KeJaMbwT6C7hPuE4QXsGAfXCPLdXpzHZag 4-0-0 ao0 Scale=1:11.3 2 34 5.00 2 L 1 3 3x4% 3x4 )I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:13 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 3=116/4-0-0,1=116/4-0-0 Max Horz 1=78(LC 12) Max Uplift3=-87(LC 12),1=-55(LC 12) Max Grav3=125(LC 17),1=117(LC 17) • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterlor(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,1. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mai-7473 rev.10W12015 BEFORE USE. Design valid for use only with MITek',,connectors.This design is based only upon parameters shown,and Is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the over. building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 __ I Job Truss TV.Islly Type ty ly Taarowicz Car BarnT11111101 74322 V4 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu May 11 14:00:52 2017 Page 1 ID:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-2GjGm5UjmdmAC W 961 pjMDdRVOgt2?dvgQ34B4GzHZat 2-0-0 4-0-0 2-0-0 2-0-0 3x6_ Scale=1:7.7 5.00 F12 2 • 3 1 1 3x4% 3x4 4-0-0 4-0-0 Plate Offsets(XY)— (2:0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress[net YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 1=94/4-0-0,3=94/4-0-0 Max Horz 1=-21(LC 10) Max Uplift1=-58(LC 12),3=-58(LC 12) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=67ft;L=53ft;eave=6ft;Cat.II; Exp C;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 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03VW15 BEFORE USE Design valid for use only with MITekC)connectors.This design Is based only upon parameters shown,and Is for an Individual building component,rat a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabnootkrn,storage,delivery,erection and tracing of trusses and truss syslems,seeANSI/1PII Quality Cdtaria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate joint unless x,y 6-4-3 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss j 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 � cl + 2. Truss bracing must be designed by an engineer.For 0-/16' 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I c0 x O bracing should be considered. ,a c _ p O 3. Never exceed the design loading shown and never a: stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7 C6 7 C5b designer,erection supervisor,property owner and plates 0-'14' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber Shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a nonstructural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing of 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16,Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ® not sufficient. BCSI: Building Component SafetyInformation, 20,Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI//TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015