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HomeMy WebLinkAboutTRUSSLumber design values' in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. File COPY MiTek RE: 74048 - Salgado Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Rafael Salgado Project Name: 74048 Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: - Address: 515 Hartman Road City: Fort Pierce State: FL Name Address and License # of Structural_ Engineer of Record, If there is one, for the building. Name: Michael J Seal License #: AR96898 Address: 806 Delaware Ave City: Fort Pierce State: FL 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: N/A psf This package includes 56 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. _ Seal# ITruss Name 11/11/17 I No. Seal# JTruss Name Date 1 T10200238 A _Date 18 T10200255 1 D 11/11/17 12 I T10200239 J Al .11/11/17 119 I T1 0200256 1 D1 11/11/17 13 I T10200240 I A2 11/11/17 120 1 T10200257) D2 11/11/17 I 14 1 T10200241 I A3 11/11/17 I21 1 T102002581 D3 11/11/17 1 15 1 T10200242 1 A4 11/11/17 122 I T10200259 I G 11/11/17- 1 16 I T10200243 1 ATA 11/11/17 123 I T102002601 G 1 11 /11 /17 I 17 1 T102002441 B 11/11/17 124 I T10200261 I G2 11/11/17 18. 1 T1 0200245 1 B1 11/11/17 125 I T102002621 GRA 11/11/17 I 19 1 T10200246 1 B2 11/11/17 126 1 T102002631 G RAI 11/11/17 110 1T102002471B3 11/11/17 127 1T102002641GRB 11/11/17 I I11 IT10200248I B4 1 1/11117 128 1T102002651 GRD 11/11/17 I 12 IT10200249165 _ 11/11/17 129 I T10200266 I GRF ^_11/11/17 113 1 T102002501 136 11/11/17 130 1 T102002671 G RG 11/11/17 I 14_IT102002511C 1/11/17 131 1 T1 0200268 1 GRP 11/11/17 J 115 I T10200252 I C1 11/11/17 132 1 T102002691 GRY 1 1/11/17 I 116 IT10200253 C2 11/11/17 133 1 T1 0200270 1 G RZ 11/11/17 117 1 T1 0200254 1 C3 11/11/17 134 I T10200271 I J1 11/11/17 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. :Truss Design Engineer's Name: Albani, Thomas '/!y license renewal date for the state of Florida is February 28, 2019. "IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1.. These designs are based upon parameters shown (e.g., loads, supports; dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose onl'y';.and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for,pny particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. MAY If 1 201? PER.41ITTING St. Lucie County, FL %��pSl A�fq� e%��0 G E N -19 g STATE OF ss'ON Al-��,,�a. f111111I Thomas A. Albanl PE No.39360 MITek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 11,2017 Albani, Thomas 1 of 2 RE: 74048 - Salgado Residence Site Information: r Customer Info: Rafael Salgado Project Name: 74048 Model: Lot/Block: Subdivision: Address: 515 Hartman Road City: Fort Pierce State: FL JNo. Seal# Truss Na_ me Date 35 T10200272 1 J3 _ 1/11/17 36 1T10200273 J5 L1/11/17 J 37 I T10200274 I J5A 1 1 /11 /17 1 38 IT 0200275 I J7 _ 1/11/1-Z-1 139 I T10200276 I J7A 1/11/17 1 140 I T10200277 1 JU 1 1/11/17 1 41 IT10200278 KJ5 1/11/17 142 1 T102002791 KJ7 . 1 1/11/17 I 43 ^ T10200280 MHV6 �1/11/17 �44 T10206281 1 MHV8 1/ 11%17 1 145 1 T10200282 MHV10. 1/11/17 1 146 1 T10200283 1 MHV12 1 1/11/17 1 147 1 T10200284 1 MH.V14 1 1/11/17 48 I T10200285 i MHVA 1 1/11/17 149 1 T10200286 I MV2 1 1/11/17 1 150 1 T102002871 MV4 1 1/11/17 51 1 T10200288 1 MV6 1 1/11/17 52 T10200289 1 MV8 1 1/11/11 53 IT102002901P 1 1/11/17 J 154 1 T10200291 1 PBA 1 1 /11 /17 1 155 1 T1 0200292 1 PBB 1 1/11/17 156 1 T10200293 1 PBC 1 1/11/17 1 2of2 Job Truss Truss Type � Qty Ply Salgado Residence T10200238 74048 A COMMON 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jan 11 09:06:20 2017 Page 1 ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-ZLygcg5gc17rgGDMzOAYnTjZC4k?LJAD1?dc_PzwUeX 2-4-0 8.0-1 13-4-0 18-7-15 24-8-0 0 -2 2-4-0 5-8-1 5-3.15 5-3-15 6-0-2 Scale = 1:41.7 4x4 = 12 3x4 = 3x6 = 3x4 = a 3x4 2x3 11 6x8 = 2-0-0 10-6-0 16-2-0 24-8-0 2-0-0 -4 8-2-0 5-8-0 8-6-0 Plate Offsets (X,Y)-- f2:0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.12 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.31 8-9 >850 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.04 8 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.14 9-11 >999 240 Weight: 118 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=84 1 /Mechanical, 12=976/0-8-0 Max Horz 12=54(LC 5) Max Uplift8=-624(LC 5), 12=-916(LC 4) Max Grav8=980(LC 9), 12=1113(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/661, 3-16=-1512/897, 4-16=-1501/913, 4-17= 1340/842, 5-17=-1296/851, 5-18=-1329/910, 6-1 8=-1 379/894, 7-19=-293/222, 7-8=-271/277 BOT CHORD 2-12=-689/1280, 11-12= 743/1300, 10-11=-481/966, 9-10= 481/966, 8-9=-759/1292 WEBS 4-11=-294/303, 5-11 =-1 69/340, 5-9=-228/399, 6-9=-238/293, 6-8=-1257/770, 3-12=-689/673 Structural wood sheathing directly applied or 5-5-10 oc puriins, except end verticals. Rigid ceiling directly applied or 7-11-13 oc bracing. 1 Row at midpt 6-8 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 13-4-0, Exterior(2) 13-4-0 to 16-4-0; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=624, 12=916. 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 MIP7473 rev, 10103/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type l Qty Ply Salgado Residence T10200239 74048 At HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.640 s Apr 19 2016 Mi i ex industries, Inc. wed Jan 11 09:06:21 2017 rage 1 ID:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-1 YW 2p961NLGiHQoZXkhnJgGjLT2b4kgNGfN9W rzwUeW 13-8-0 2d-0 6-9-14 7-10-13 13-" 1 18-9.3 24-8-0 0- -2 241-0 4-5-14 1-0-15 5.1.3 -0• 5-1$ 5-10-13 OA-0 Scale = 1:42.1 4x4 = t 13 2x3 11 2x3 I I 3x6 = — 3x8 = - n 4x4 = 3x6 I I 3x4 = 13-8-0 2.0-0 -4 7-10-13 13-0.0 t 4 18-9-3 24-8-0 2-0-0 5.6-13 5.1-3 A- 5-1-3 5-10-13 Od-0 Plate Offsets (X,Y)-- 12:0-1-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.12 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.28 10-12 >957 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.15 10-12 >999 240 Weight: 122lb Ff-=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. REACTIONS. (lb/size) 8=840/Mechanical, 13=977/0-8-0 Max Harz 13=65(LC 5) Max Uplift8=-634(LC 5), 13= 931(LC 4) Max Grav8=978(LC 9), 13=1115(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1264/663, 3-17= 1489/873, 4-17= 1479/889, 4-18=-1203/796, 5-18=-1161/809, 5-19— 1164/838, 6-19= 1213/823, 6-20=-1444/925, 7-20=-1494/914, 7-8=-916/642 BOT CHORD 2-13=-671/1261, 12-13=-737/1281, 11-12= 737/1281, 10-11=-737/1281, 9-10— 758/1314 WEBS 4-10=-330/252, 6-10=-369/312, 7-9=-67211157, 5-10=-281/520, 3-13=-660/609 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 13-4-0, Extedor(2) 13-4-0 to 17-6-15; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=634, 13=931. 7) "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 MITEKREFERANCE PAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria,. DSB-89 and BC81 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty T Ply Salgado Residence T10200240 74048 A2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MireK Indusirles, Inc. Wed Jan 11 09:06:21 2017 rage 1 I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-1 YW2p961NLGiHQoZXkhnJgGjsT414fN NGfN9 W rzwUeW 2-4-0 6-10-3 11-0-0 15-8-0 19-9.13 24-8-0 0- -2 2-4-0 4-6-3 4-1-13 4-8-0 4-1-13 4-10-3 4x8 = 5 18 4x4 = 196 Scale = 1:42.7 3x5 = 2x3 II 3x4 = °xO 3x8 = 6x8 = it 24-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.16 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.41 9-10 >649 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1410-12 >999 240 Weight: 123lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=839/Mechanical, 13=977/0-8-0 Max Horz 13=68(LC 5) Max Uplift9=-668(LC 5), 13=-956(LC 4) Max Grav9=967(LC 9), 13=1105(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1228l775, 3-17= 1468/1039, 4-17=-1458/1050, 4-5=-1290/941, 5-18=-1210/935, 18-19= 1210/935, 6-19=-1210/935, 6-7=-1324/953, 8-20=-252/163 BOT CHORD 2-13=-813/1237, 12-13=881/1256, 11-12=-697/1118, 10-11=-697/1118, 9-10— 861/1235 WEBS 6-10=-117/256, 7-9=-1242/956, 3-13=-698/729 Structural wood sheathing directly applied or 5-5-4 oc purlins, except end verticals. Rigid ceiling dfrectty applied or 7-3-10 oc bracing. 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=4.2pst; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, interior(1) 2-11-3 to 11-0-0, Exterior(2) 11-0-0 to 19-10-14, Interior(1) 19-10-14 to 24-6-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=668, 13=956. 8) "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 MITEIVREFERANCE PAGE M1I--7473 rev. 1010312016 BEFORE USE. " Design valid for use only with MITek6 connectors. This design Is based only ul n 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 buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Job Truss Truss Type Qiy ► Ply Salgado Residence T10200241 74048 A3 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovu s Apr 19 zu io mr I ek inausiri—, Inc. Wed Jan 1109:06.22 cv I r - ye I I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-Vk4Q 1 V6w8fOZvaM14RDOsupvZtQppB4W VJ6j3lzwUeV 2-4-0 6-10-3 11-0-0 17-10-0 24-8-0 0- -2 2-4-0 4-6-3 4-1-13 1 6-10-0 6-10-0 3x4 = 2x3 11 11-M Scale = 1:42.8 4x8 = 2x3 II 3x5 = i 17 b 18 r 11 10 9 8 3x4 = 3x6 = 3x10 = 3x6 I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014/TP12007 CSI. TC 0.45 BC 0.46 WB 0.42 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) -0.11 9-11 >999 360 Vert(TL) -0.25 11-12 >999 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.15 9-11 >999 240 PLATES GRIP MT20 244/190 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-1 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. or 6-8-11 oc bracing. WEBS 1 Row at midpt 7-9 REACTIONS. (lb/size) 8=840/Mechanical, 12=977/0-8-0 Max Horz 12=321 (LC 5) Max Uplift8=-679(LC 5), 12= 902(LC 4) Max Grav8=944(LC 9), 12=1087(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1194/690, 3-16= 1435/944, 4-16=-1425/955, 4-5=-1262/841, 5-17= 1052l747, 6-17=-1052/747, 6-18=-1052/747, 7-1 8=-1 052/747, 7-8=-885/696 BOT CHORD 2-12= 727/1206, 11-12=-1049/1308, 10-11=-859/1179, 9-10=-859/1179 WEBS 5-11— 32/280, 6-9=-476/472, 7-9=-890/1253, 3-12— 701/697 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=679, 12=902. 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 THIS AND INCLUDED mrrEK REFERANCE PAGE MY-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ► Ply Salgado Residence T10200242 74048 A4 COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oau s Apr iv zui o rvn i ex mausrries, inc. vied aan i i da;du:zz zd i r Faye i I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-Vk4Q 1 V6w8fOZvaM14RDOsupxGtTtp8m W VJ6j3lzwUeV 4-8-6 10-4-0 15-11-10 20-8-0 45-7-9 5-7-10 4-8-7 4x4 = Scale = 1:36.6 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 'Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.27 BC 0.27 W B 0.63 (Matrix-M) DEFL. in Vert(LL) -0.05 Vert(TL) -0.13 Horz(TL) 0.03 Wind(LL) 0.04 (loc) I/defl Lid 9-10 >999 360 9-10 >999 240 6 n/a n/a 7-9 >999 240 PLATES GRIP MT20 244/190 Weight: 109lb 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 8-10-6 oc bracing. REACTIONS. (lb/size) 10=754/0-8-0, 6=75410-8-0 Max UpliftlO=-572(LC 4), 6=-572(LC 5) Max Grav10=878(LC 9), 6=878(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12= 1227/810, 3-12=-1176/819, 3-13=-1176/819, 4-13=-1227/810 BOT CHORD 9-10=-689/1132, 8-9=-438/840, 7-8=-438/840, 6-7=-689/1132 WEBS 3-7= 169/325, 3-9= 169/325, 2-1 0=-1 190/763, 4-6=-1190/763 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-4-0, Exterior(2) 10-4-0 to 13-4-0; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=572, 6=572. 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 M/TEK REFERANCE PAGE I1111--7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quallfy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200243 74048 ATA ROOF.TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Apr 19 2016 Mi I ek Industries, Inc. Wed Jan 11 U9:U6:23'Lul r rage 1 ID:mCggpfH1GZ1B3VXB_LZnU7y78tQ-zweoEr7YvyWQXkxxe9kFO5L3VHijYcTfkzsGbkzwUeU 2-4-0 7-7-1 13-0-0 17-0-0 21-0-0 26-4-15 31-8-0 34-0-034- -2 5-3-1 2-4-0 0- -2 4x4 = 5.00 12 Scale = 1:58.1 2 1 14 .� Ie o o 21 20 19 18 17 16 6x8 = 4x6 — 3x4 = 3x4 = 4x6 = 6x6 = 3x4 = 3x4 = 2-0-0 214i0 13-0-0 i 21-0-0 31-8.0 32,-0-034-0.0 2-0-0 0-4-0 10-8-0 8-0-0 10-8-0 0-4-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.55 18-19 >646 360 MT20 244/190 TCDL 7.6 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.75 16-18 >466 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 16 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.14 19 >999 240 Weight: 171lb FT=20% LUMBER - TOP CHORD' 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except- 17-20: 2x4 SP M 31 WEBS 2x4 SP No.3 `Except` 3-21,13-16: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-21, 12-16 JOINTS 1 Brace at Jt(s): 22 REACTIONS. (lb/size) 21=1302/0-8-0, 16=1302/0-8-0 Max Horz21=-2(LC 5) Max Uplift2l =-1 045(LC 4), 16=-1046(LC 5) Max Grav21 =1 735(LC 11), 16=1738(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-309/124, 3-29=-348/87, 4-29=-330/166, 4-5=-2425/993, 5-6— 2362/1002, 6-7=-2148/993, 9-10= 2148/994, 10-11=-2362/1003, 11-12= 2425/994, 12-30=-330/166, 13-30=-348/87, 13-14=-309/124 BOT CHORD 2-21=-105/304, 20-21=-787/2127, 19-20— 787/2127, 18-19= 621/2076, 17-18=-782/2127, 16-17= 782/2127, 14-16=-105/304 WEBS 10-18= 42/487, 6-19= 42/487, 7-22=-2257/948, 9-22— 2257/948, 3-21=-307/409, 13-16=-308/409, 4-21= 2441/1221, 12-16= 2444/1231 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 17-0-0, Exterior(2) 17-0-0 to 20-2-2; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 6-7, 9-10, 7-22, 9-22 6TBottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 18-19 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except,(jt=lb) 21=1045, 16=1046. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9}'ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM1l-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilt) MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply Salgado Residence T10200244 74048 B HIP 1 1 Job Reference (optional) anamoersiruss, Van rierce,rL 1.- -nill— �..-- --- ��,�„����o�,1.-1.e,.,,a.. -Q'. ID:mCggpfHiGZIB3VXB_LZnU7y78t0-R7CARBBAgGeH8uWBCsFUxJuCUh7mH?8pydbp7AzwUeT 5-8-1 8-1-9 1 10.11-13 i 16-4-0 22-2-0 28.0.0 �_ 35-5-5 i 42-0-0 r 5-8-1 2-5-8 2-10-4 5-4-3 5-10.0 5-10-0 7-5-4 , 6fi-12 r 5.00 12 5x8 = 3x4 11 5x8 = 4 5 6 4x1 Scale = 1:76.1 17 16 cc io 14 <u 13 c� 12 10 9 3x6 11 4x4 = 3x6 = 3x4 = 3x8 = 3x4 = 3x6 = 4x4 = 3x6 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.12 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.31 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.11 13 >999 240 Weight: 287lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 6-6-1 oc bracing. 1-17,8-9: 2x6 SP No.2 WEBS 1 Row at midpt 2-14, 5-13, 6-12, 1-16, 6-10 REACTIONS. (lb/size) 17=1537/0-8-0, 9=1537/0-8-0 Max Horz 17=77(LC 5) Max Upliftl7=-1165(LC 4), 9= 1190(LC 5) Max Grav 17=1949(LC 9), 9=1967(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18= 2402/1390, 2-18=-2282/1406, 2-3=-2384/1502, 3-19= 2370/1503, 4-19= 2306/1527, 4-5=-2253/1569, 5-6=-2253/1569, 6-20=2164/1442, 7-20=-2234/1420, 7-21 =-1 822/1146, 8-21=-1919/1134, 1-17=' l882/1182, 8-9=-1918/1202 BOT CHORD 16-22=-1281/2154, 15-22= 1281/2154, 14-15= 1281/2154, 14-23=-1136/2038, 13-23=-1136/2038, 13-24=-1028/1901, 12-24=-1028/1901, 11-12= 984/1707, 11-25=-984/1707, 10-25=-984/1707 WEBS 2-16=-502/485, 4-14=-67/332, 4-13=-168/308, 5-13=-366/382, 6-13=-323/472, 7-12= 80/340, 7-10=-800/643, 1-16=-1237/2187, 8-10_ 1135/1963 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 16-4-0, Exterior(2) 16-4-0 to 33-11-4, Intedor(1) 33-11-4 to 41-9-4; 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 III 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) 17=1165, 9=1190. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. r Q WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city 1 Ply T10274046 B1 HIP 1 =Pti.nal) Chambers Truss, Fort Pierce, FL 1.64u s Apr iv zuib mr t ex mausmes, inc. wed dan i i 69:06:24 zoi r rage i ID:mCggpfHlGZ1B3VXB_LZnU7y78tQ-R7CAR68AgGeH8uW8CsFUxJuBOh6WHygpydbp7AzwUeT 5-10-11 12-0-0 19-0-9 25-11-7 33-0-0 37.4-9 42-0-0 5-10-11 7-0-9 6-10-13 7-0-9 4-4-9 4-7-7 5x8 MT18HS = 3x6 = 5x8 = 5.00112 3 20 4 5 b 21 r 4x5 Scale = 1:74.0 18 17 23 16 15 14 24 13 1z z5 11 20 cr 10 3x6 11 4x4 = 1 3x6 = 3x8 = 3x6 = 6x8 = 5-10-it , 12-0-0 19-0-9 25-11-7 3311 _r 42-0-0 5-10-11 6-1-5 7-0-9 6-10-13 7-0-9 9-0-0 Plate Offsets (X Y)-- f3:0-5-12 0-2-81 (7:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.18 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.40 10-11 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.99 Horz(TL) -0.08 18 n/a n/a BCDL 10.0 Code FB02014/fP12007 (Matrix-M) Wind(LL) 0.12 14 >999 240 Weight: 298lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directfy applied or 6-8-12 oc bracing. 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 7-11, 7-13, 6-13, 4-14, 3-16, 8-10, 1-17 REACTIONS. (lb/size) 10=1540/0-8-0, 18=1540/Mechanical Max Horz 10=96(LC 5) Max UpliftlO=-1222(LC 5), 18=-1178(LC 4) Max Grav10=2047(LC 9), 18=1974(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-1885/1203, 3-20=-2466/1632, 4-20=-2466/1632, 4-5=-2466/1632, 5-6=-2466/1632, 6-21=-2367/1566, 7-21=-2367/1566, 1-22=-1832/1086, 2-22=-1744/1098, 2-3=-2244/1430, 1-18= 1923/1188 BOT CHORD 17-23=-948/1631, 16-23=-948/1631, 15-16— 1047/1933, 14-15=-1047/1933, 14-24=-1205/2257, 13-24=-1205/2257, 12-13=-824/1607, 12-25=-824/1607, 11-25=-824/1607, 11-26— 623/1104, 26-27= 623/1104, 10-27= 623/1104 WEBS 8-11=-403/920, 7-11=-437/389, 7-13=-662/1040, 6-13=-579/554, 4-14= 447/463, 3-14=-417/677, 2-16=-163/455, 2-17=-900/670, 8-10=-2070/1281, 1-17— 1126/1933 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=3.0psf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 4-4-2, Interior(1) 4-4-2 to 12-0-0, Extehor(2) 12-0-0 to 36-11-4, Interior(1) 36-11-4 to 41-9-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water.ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=1222, 18=1178. 10) "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 MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding The 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty P Ply Salgado Residence T10200246 74048 B2 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.b4v s Apr i a zorb Mi r ek mousrnes, mc. Vvea o— 11 0e.06.25 2011 - yn I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-vJmZfX9pRam8m 15KmamjU W RNP5RIOU IyBH LNfdzwUeS 4-10-1 10-" 16-3-14 22.6.0 28-8-2 35-0-0 42-0-0 4-10-1 5-1-15 6-3-14 6-2.2 6-2-2 6-3-14 7-0-0 Scale = 1:73.0 5x8 = 3x6 = 5x8 = 5.00 12 3 420 56 721 8 18 24 25 17 2616 15 27 14 13 — 12 29 11 10 6x8 = 3x6 = 3x8 = 4x6 = 3x5 = 3x6 11 35-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.24 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.62 17-18 >805 240 BCLL 0.0 Rep Stress [nor YES WB 0.65 Horz(TL) -0.09 18 h/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.14 14 >999 240 Weight: 293lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 3-15, 7-12, 8-12, 8-11, 2-18, 9-11 REACTIONS. (lb/size) 18=1540/Mechanical, 10=1540/0-8-0 Max Horz 10=92(LC 5) Max Upliftl8=-1185(LC 4), 10=-1227(LC 5) Max Grav18=1997(LC 9), 10=1949(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2199/1369, 3-20=-2565/1670, 4-20=-2565/1670, 4-5=-2656/1718, 5-6=-2656/1718, 6-7=-2656/1718, 7-21=-2325/1533, 8-21=-2325/1533, 8-22= 1591/1046, 22-23=-1604/1035,9-23=-1662/1027,9-10=-1888/1242 BOT CHORD 18-24=-858/1405, 24-25=-858/1405, 17-25=-858/1405, 17-26=-1031/1912, 16-26= 1031/1912, 15-16=-1031/1912, 15-27=-1371/2474, 14-27=-1371/2474, 14-28= 1227/2234, 13-28=-1227/2234, 12-13=-1227/2234, 12-29=-754/1405, 11-29= 754/1405 WEBS 2-17= 273/745, 3-17=-272/258, 3-15= 581/904, 4-15=-529/483, 6-14=-367/341, 7-14= 314/540, 7-12= 826/653, 8-12=-791/1334, 8-11=-833/640, 2-18=-2181/1372, 9-11=-997/1752 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 4-4-2, Interior(1) 4-4-2 to 10-0-0, Exterior(2) 10-0-0 to 40-11-4, Interior(1) 40-11-4 to 41-9-4; 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)`Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=1185, 10=1227. 9) "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 MR'EK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexancirlm VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Salgado Residence T10200247 74048 B3 HIP 1 1 Job Reference (optional) unamoers truss, .._.__..,...___._....._.....AR. ...-. I D:mCggpfH 1 GZI B3VX6_LZnU7y78tQ-N VKxstARCtu _OBg WJH HHy HyOkzYj UoAIti60x4wC3zwUeR 8.0.0 15-3-14 22-6-0 29-8-2 37.0-0 42-0-0 8-0-0 7-3-14 7-2-2 7-2-2 7-3-14 5-0-0 6x8 = 5.00 12 2 T 5xE 3x4 11 3x4 = 3x6 = 3x4 = 5x8 = 20 3 4 5 6 21 7 22 Scale = 1:74.4 17 16 23 15 14 24 13 Zb 12 11 GO 10 9 4x6 II 4x4 = 3x6 = 3x8 = 4x6 = 3x5 = 3x5 = 3x6 II 3x4 = Plate Offsets (X Y)-- f1:0-3-00-1-121 (2:0-5-4 0-2-41 (7:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.15 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.36 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 Horz(TL) -0.08 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.17 13 >999 240 Weight:2751b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. 1-17: 2x4 SP M 30, 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 2-14, 7-11, 7-10, 1-16 REACTIONS. (lb/size) 17=1540/Mechanical, 9=1540/0-8-0 Max Horz9=95(LC 5) Max Uplift17=-1190(LC 4), 9=-1236(LC 5) Max Grav 17=1911(LC 9), 9=1937(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18— 2034/1226, 18-19= 1968/1233, 2-19= 1962/1245, 2-20= 2733/1761, 3-20= 2733/1761, 3-4=-2894/1855, 4-5=-2894/1855, 5-6= 2894/1855, 6-21=-2443/1594, 7-21— 2443/1594, 7-22= 1299/881, 8-22=-1372/872, 1-17= 1841/1207, 8-9= 1906/1244 BOT CHORD 16-23=-1006/1767, 15-23=-1006/1767, 14-15=:1006/1767, 14-24=-1514/2660, 13-24=-1514/2660, 13-25=-1335/2371, 12-25= 1335/2371, 11-12= 1335/2371, 11-26= 614/1160, 10-26=-614/1160 WEBS 2-16=-587/515, 2-14=-723/1245, 3-14= 623/544, 4-13= 426/398, 6-13= 394/635, 6-11=-927l746, 7-11=-1006/1690, 7-1 0=-1 0331779, 1-16=-1060/1904, 8-10=-1021/1722 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 4-4-2, Interior(1) 4-4-2 to 8-0-0, Extedor(2) 8-0-0 to 41-9-4; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1190, 9=1236. 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 MITEK REFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MiTe 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/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply Salgado Residence T70200248 74048 B4 HIP 1 1 Job Reference (optional) wamuns ruse, ..., .,, _..r. ._..... _.. ...___...__�..._. ... .. __ _�_ . I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-NVKxstARCtu_OBgWJ H HyOkz.W H UOGIS76Qx4W C3ZWUeR 6-0-0 12-8-4 19-2-12 25-9-4 32-3-12 39-0-0 42 :2 6-0-0 6-8-4 6 6-8 6-6, 6 6-8 6-8-4 3-0-0 3X4 11 5.00 F12 5x8 = 3x4 = 3x6 = 21 2 223 ` 4 5 4xE Scale = 1:74.4 3X4 = 4x6 = 3x4 = 5x8 = 6 7 8 23 9 4x8 20 19 24 18 25 17 16 26 75 14 21 13 L6 12 11 ,3x6 II 3x5 = 3x5 = 4x6 3x8 = 3x4 = 3x6 = 4x4 = 4x4 = 3x6 11 323-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.17 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.40 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) -0.09 20 n/a n/a BCDL 10.0 Code FBC2014/-FP12007 (Matrix-M) Wind(LL) 0.2015-16 >999 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except` BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. 10-11: 2x6 SP No.2 WEBS 1 Row at midpt 2-18, 9-13, 1-19 REACTIONS. (lb/size) 20=1540/Mechanical, 11=1540/0-8-0 Max Horz 11=109(LC 5) Max Uplift20=-1198(LC 4), 11=-1215(LC 5) Max Grav20=1892(LC 9), 11=1923(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1780/1106, 2-21 =-1 709/111.6, 2-22=-2744/1764, 3-22=-2744/1764, 3-4= 3191/1999, 4-5=-3191/1999, 5-6=-3191/1999, 6-7=-3063/1907, 7-8=-3063/1907, 8-23=-2309/1474, 9-23=-2309/1474, 9-10=-955/610, 1-20=-1842/1209, 10-11— 1917/1212 BOT CHORD 19-24=-909/1554, 18-24=-909/1554, 18-25=-1573/2690, 17-25=-1573/2690, 16-17=-1573/2690, 16-26=-1699/3009, 15-26=-1699/3009, 14-15=-1266/2254, 14-27=-1266/2254, 13-27= 1266/2254, 13-28=-388/794, 12-28=-388/794 WEBS 2-19=-793/618, 2-18=-912/1560, 3-18=-858/663, 3-16=-358/620, 5-16— 398/378, 6-15— 518/479, 8-15=-635/1047, 8-13=-1164/868, 9-13=-1206/2005, 9-12=-1306/935, 1-19= 1062/1831, 10-12=-1032/1706 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft;,Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 4-4-2, Interior(1) 4-4-2 to 6-0-0, Exterior(2) 6-0-0 to 41-9-4; 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 lit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100'lb uplift atjoint(s) except Qt=lb) 20=1198,11=1215. 8rSemi-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 M!!EK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type ' Qty ! Ply Salgado Residence T10200249 74048 B5 HIP 1 1 Job Reference (optional) cnamoers truss, roR rrerce, M F. _ •_ a= I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-sitJ4DA3zBOrOLFjt_oBZxW Ieu7QUJaFebgTkVzwUeQ i 4-0-0 11-4-13 18-9-10 26-2-6 , 33-7-3 41-0-0 42-0-0 4-0-0 7-4-13 7-4-13 7-4-13 7-4-13 7-4-13 1.0-0 5.00 r12 5x8 = 2 4x5 Scale = 1:74.4 3x6 = 3x4 I 3x4 = 4x6 = 3x4 = 3x4 11 3x4 = 5x6 — 20 3 4 5 6 7 8 21 9 10 19 18 22 17 23 16 15 24 14 13 25 12 26 2711 3x6 II 3x6 = 4X4 = 4x6 = • 3x4 = 3x10 = 3x6 = 4x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.21 14-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.52 14-15 >961 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) -0.10 19 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.25 14-15 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No. 3'Except' 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 19=1540/Mechanical, 11=1540/0-8-0 Max Horz 11=109(LC 4) Max Upliftl9= 1200(LC 4), 11=-1179(LC 5) Max Grav 1 9=1 866(LC 9), 11=1876(LC 9) PLATES GRIP MT20 244/190 Weight: 262 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-7 oc bracing. WEBS 1 Row at midpt 2-17, 5-14, 8-14, 9-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1413/908, 2-20= 2903/1859, 3-20= 2903/1859, 3-4=-3583/2220, 4-5=-3583/2220, 5-6= 3360/2077, 6-7=-3360/2077, 7-8=-3360/2077, 8-21=-2319/1445, 9-21=-2319/1445, 1-19= 1846/1204 BOT CHORD 18-22= 753/1236, 17-22=-753/1236, 17-23=-1722/2867, 16-23=-1722/2867, 15-16=-1722/2867, 15-24=-2083/3547, 14-24=-2083/3547, 13-14=-1306/2283, 13-25= 1308/2283, 12-25=-1308/2283, 12-26=-81/254, 26-27=-81/254, 11-27=-81/254 WEBS 2-18=-1020/773, 2-17= 1204/2027, 3-17=-989/761, 3-15= 490/845, 5-15=-285/336, 5-14=-277/178, 7-14= 448/424, 8-14= 821/1295, 8-12= 1257/958, 1-18= 1057/1738, 9-11 =-1 758/1293, 9-12= 1524/2521 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 9-11-4, Interior(1) 9-11-4 to 41-0-0, Exterior(2) 41-0-0 to 41-9-4; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1200, 11=1179. 8�"Semkrigid 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 MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for slablify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria• VA 22314. Tampa, FL 33610 Job Truss Truss Type city t Ply Salgado Residence T70200250 74048 B6 SPECIAL 1 1 Job Reference (optional) i.namuers truss, run news, r� X8_LZ...,......r. ...-...-..... _.. ...___...__, ..._. .. ____.... __.__.____.. _a_ . I D:mCggpfH 1 GZI B3VnU7y78tQ-KuRhHZBhkV8idVgvRiJQ593p?ITmDn2OtFZ 1 GxzwLIeP 7-1-3 14-0-9 21-0-0 27-11-7 34-12-13 42-0-0 7-1-3 6-11-7 6-11-7 6-11-7 6-11-7 7-1-3 4x6 = 3x5 = 3x4 = 46 = 3x4 II 3x4 = 4x6 = 3x5 = 1 1g 2 3 4 5 6 7 8 Scale = 1:73.3 4x6 = 20 9 18 17 16 15 14 13 ,12 11 10 3x6 14x6 = 3x6 — 3x5 = 3x8 = 5x6 W B — 3x5 = 4x6 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.28 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.65 12-14 >767 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.33 14 >999 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. 1-18: 2x6 SP No.2 WEBS 1 Row at midpt 1-17, 2-15, 8-12, 9-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=1540/0-8-0, 10=1540/Mechanical Max Uplift18=-1132(LC 4), 10=-1132(LC 5) Max Grav18=1697(LC 9), 10=1697(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1631/1146, 1-19=-2176/1412, 2-19= 2176/1412, 2-3=-3447/2215, 3-4=-3880/2488, 4-5=-3880/2488, 5-6= 3880/2488, 6-7= 3456/2220, 7-8=-3456/2220, 8-20=-2200/1428, 9-20= 2200/1428, 9-10= 1632/1145 BOT CHORD 16-17=-1412/2176, 15-16=-1412/2176, 14-15=-2215/3447, 13-14=-2220/3456, 12-13— 2220/3456, 11-12=-1428/2200 WEBS 1-17=-1667/2577, 2-17=-1298/981, 2-15= 979/1527, 3-15=-709/583, 3-14=-337/520, 5-14=-431/408, 6-14= 330/509, 6-12=-700/576, 8-12=-968/1509, 8-11= 1300/988, 9-11= 1690/2610 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Ext'erior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 41-10-4; 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) 18=1132,10=1132. 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 MITEKREFERANCE PAGE 11,1I/-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. ror general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty r ply Salgado Residence T70200251 74048 C SPECIAL 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi I ek Industries, Inc. wed Jan 11 09:06:29 201 r rage 1 1 D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-o4?3VuCJVoGZFfP5?PrfeMb46ilKyEgY6vJaoOzwUeO 18-10-0 29-4.0 5-7-11 8-1.9 , 10-11-14 164-1 17-10-0 i 23-5-D , 27.11-15 28r4-0 42-0-0 5-7-11 2-614 21 5-:4 1-5-15 4-7-0 4.7.0 0-4 1 6-9-5 5-10-12 1-0.0 1-0-0 Scale = 1:82.9 5x10 = 3x6 II 5.00 12 4x5 = 3x6 = 6x8 4 5 6 28 729 8 9 10 4x1 25 24 23 22 15 14 13 3x6 I 5x6 = 6x8 = 6x12 = 5x14 = 4x8 = 3x6 I 5xS = 6x8 = 18-10.0 e-1-9 16-0-1 17-10-028-4-0 8-1-9 -0 36-1-4 42 9.-0 6-9-5 --0 a-2-7 1-5-15 � Plate Offsets (X Y)-- f3.0-3-0 Edgel f4:0-7-0 0-2-41 f8:0-3-0 0-2-41 f16:0-2-12 0-2-81 f21.0-2-0 0-2-41 f24:0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.41 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.93 18-19 >534 • 240 BCLL 0.0 Rep Stresslncr YES WB 0.94 Horz(TL) 0.14 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 18-19 >999 240 Weight: 357lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 5-22,6-20,9-17,10-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-25,12-13: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 25=1537/0-8-0, 13=1537/0-8-0 . Max Horz25=59(LC 5) Max Uplift25=-1143(LC 4), 13=-1165(LC 5) Max Grav25=1908(LC 9), 13=1873(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-2329/1337, 2-26=-2208/1352, 2-3=-2311/1452, 3-27= 2243/1463, 4-27=-2234/1477, 4-5=-2219/1538, 5-6=-2375/1614, 6-28=-2393/1622, 7-28_ 2393/1622, 7-29= 2135/1481, 8-29=-2135/1481, 8-9=-2025/1410, 9-10=-2559/1770, 10-30=-2163/1443, 11-30=-2230/1432, 11-31= 1604/1046, 12-31— 1691/1035, 1-25=-1842/1159, 12-13=-1821/1172 BOT CHORD 24-32=-1208/2096, 23-32=-1208/2096, 5-21= 1277/624, 20-21=-295/85, 19-33=-1242/2225, 33-34=-1242/2225, 18-34= 1242/2225, 9-18=-933/1362, 16-17= 339/3, 10-16=-1327/698, 14-15=-172/298 WEBS 2-24=-492/470, 4-23=-450/367, 21-23= 1047/2097, 4-21=-573/897, 19-21= 1038/2458, 5-19= 667/1281, 7-18=-463/342, 16-18_ 1033/2369, 10-18=0/536, 14-16=-719/1228, 11-16=-256/521, 11-14=-997/702, 1-24=-1165/2120, 12-14=-1040/1798 Structural wood sheathing directly applied or 4-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 5-21, 6-19, 9-18, 10-16 1 Row at micipt 2-23, 4-23, 7-19, 7-18, 1-24 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 16-4-1, Exterior(2) 16-4-1 to 32-2-6, Interior(1) 32-2-6 to 41-9-4; 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. 6r` This truss has been designed for a live load of 20.Opsf on the bottom chord in 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) 25=1143, 13=1165. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE, ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 - Job Truss Truss Type Qty r Ply Salgado Residence T10200252 74048 C1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Wed Jan 11 09:06:30 2017 Page 1 ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-GHZSiEDxG6OQtp_HY7MuAa8Fx65ZhhzhLZ28LgzwUeN 83-12 18-10-0 29-0-0 5-7-11 6-2-it 10-11-13 i6-4-0 7-10-0 23.5-0 28-0-0 29 -0 35.6-4 -1 4 42-0-0 5-7-11 2-7.0 0- -1 2-8-1 t 4-3 1-6-0 -0- 4-7-0 4-7-0 0-4 6-2-0 7- 5-10-12 1-0-0 Scale = 1:82.9 5.00 12 5x10 = 3x6 11 4x5 = 3x6 = 6x8 4 5 6 28 729 8 9 10 d 4x1 25- 24 " 23 22 15 14 13 3x6 i 5x8 = 6x8 = 6x12 = 5x14 = _ 4x8 = 3x6 11 5x8 = 6x8 18-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.55 BC 0.73 W B 0.94 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.41 18-19 >999 360 -0.93 18-19 >534 240 0.14 13 n/a n/a 0.18 18-19 >999 240 PLATES GRIP MT20 244/190 Weight: 357lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc puriins, except BOT CHORD 2x4 SP M 30 *Except` end verticals. 5-22,6-20,9-17,10-15: 2x4 SP No.3 BOT CHORD Rigid ceifing dlrectlyappffed orb-O-O oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 5-21, 6-19, 9-18, 10-16 1-25,12-13: 2x6 SP No.2 WEBS 1 Row at midpt 4-23, 7-19, 7-18, 1-24, 2-23 REACTIONS. (lb/size) 25=1537/0-8-0, 13=1537/0-8-0 Max Horz25=59(LC 5) Max Upl1ft25=-1143(LC 4), 13= 1165(LC 5) Max Grav25=1 901 (LC 9), 13=1871(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-2316/1334, 2-26— 2194/1349, 2-3=-2307/1451, 3-27=-2294/1464, 4-27=-2230/1478, 4-5=-2215/1539, 5-6=-2371/1614, 6-28=-2390/1622, 7-28=-2390/1622, 7-29=-2133/1481, 8-29=-2133/1481, 8-9= 2023/1410, 9-10=-2555/1770, 10-30= 2161/1443,. 11-30= 2227/1432, 11-31=-1603/1046, 12-31=-1689/1035, 1-25=-1835/1159, 12-13=-1820/1172 BOT CHORD 24-32=-1210/2090, 32-33=-1210/2090, 23-33=-1210/2090, 5-21=-1282/628, 20-21=-296/85, 19-34=-1242/2222, 34-35=-1242/2222, 18-35=-1242/2222, 9-18=-932/1359, 16-17=-340/3, 10-16=-1325/698, 14-15=-172/298 WEBS 2-24— 495/467, 4-23= 444/362, 21-23=-1047/2094, 4-21= 577/900, 19-21=-1038/2455, 5-19= 665/1279, 7-18=-464/342, 16-18=-1032/2367, 10-18=0/537, 14-16- 719/1227, 11-16=-256/520,1-24=-1159/2103,11-14=-996/703,12-14=-1041/1796 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterfor(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 16-4-0, Exterior(2) 16-4-0 to 32-2-6, Interior(1) 32-2-6 to 41-9-4; 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. 6F This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 at=lb) 25=1143,13=1165. 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 MITEKREFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, note, a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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 Russ systems, seeANSi/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 , Job Truss Truss Type Qty + Ply Salgado Residence T10200253 74048 C2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jan 11 09:06:32 2017 Page 1 1 D: mCggpfH 1 GZI B3VXB_LZnU7y78tQ-CfhC7wECnje8667ggYOMG?DZCvkb9bo_otXEPjzwUeL 30-0-0 6-11-1 14-4-0 17.10.0 1 -10- 23-7.0 26-4-0 -4 36-1-5 39-6-0 42-0-0 CNN 7-0-15 3-6-0 -0-0 4.9-0 4.9-0 -0-0 6-1-5 3-6-11 2-0-0 0-8-0 Scale = 1:77.2 Fnn5_7 4x1 7x8 = 4x5 = 3 4 5 4x5 = 5x8 = 31 7 8 9 I�l 27 26 - -' 24 23 16 -' 15 -- 14 13 4x6 II 3x6 = 5xS = 6x8 = 7x8 = 48 = 6x8 = 3x6 = 5x14 = 5x12 = 42-" 6.11.1 14-4-0 6.11.1 7-0-15 17-10-0 1 -1 3.6-0 -OO n-4-U 9-6-0 -9 •60 :Sti-1-D 6- &5 3-6-11 4 2-0-0 Plate Offsets (X,Y)-- 13:0-5-12 0-2-81 f9:0-5-0 0-2-41 (19:0-2-8 Edge, (22.0-2-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.35 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.83 19-20 >568 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.14 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.8219-20 >574 240 Weight: 369lb . FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except' 4-23,5-21,7-18,8-16: 2x4 SP No.3, 19-20: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 `Except' 1-27,11-14: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 27=1455/0-8-0, 14=1626/0-8-0 Max Harz 27=414(LC 5) Max Uplift27=-2421(LC 4), 14_ 2734(LC 5) Max Grav27=1597(LC 9), 14=1749(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=-1848/2679, 2-29=1746/2692, 2-30= 1931/2884, 3-30=-1861/2901, 3-4=-1950/3080, 4-5=-2084/3296, 5-6_ 2101/3323, 6-31=-1719/2756, 7-31 =-1 719/2756, 7-8=-1699/2726, 8-9=-1518/2444, 9-32=-1613/2538, 10-32=-1666/2525, 10-33=-867/1437, 11 -33=-922/1427,1-27=-1567/2239 BOT CHORD 26-27= 511/48, 25-26= 2802/1573, 25-34=-2802/1573, 24-34=-2802/1573, 4-22= 1178/1912, 21-22=-274181, 20-35=-2989/1872, 35-36=-2989/1872, 19-36=-2989/1872, 17-18=-280/194, 8-17=-1174/1785 WEBS 2-26- 542/533, 22-24=-2641/1509, 3-22= 880/598, 20-22=-3527/2055, 4-20=-1527/941, 6-20=-332/198, 6-19=-572/776, 17-19=-2754/1609, 8-19=-2301/1415, 10-15=-1141/1467, 1-26=-2522/1729, 15-17=-10871763, 17-28=-1313/853, 10-28=-1120/776, 11 -1 4=-1 653/2484, 11-15=-2163/1401, 9-28= 274/168 Structural wood sheathing directly applied or 4-10-11 oc purlins, except end verticals. Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 1 Row at midpt 4-22, 5-20, 7-19, 8-17 1 Row at midpt 3-24, 3-22, 4-20, 6-19, 8-19, 1-26, 10-17, 11-15 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 14-4-0, Exterior(2) 14-4-0 to 34-2-6, Interior(1) 34-2-6 to 41-10-4; cantilever right exposed ; porch right exposed; 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. Hl' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 27=2421,14=2734. 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 MI1-7473 rev. 10/03/2015 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type ' Qty + Ply Salgado Residence T10200254 74048 C3 SPECIAL 1 1 Job Reference (optional) unamoers truss, ron nerce, r� ,...�.. ., .,r, ... �.. .. .. ............ I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-grFaKGFgYi m?kGisEFvboCmkjJ45u3d81 XHoy9zwUeK 5-11.8 12-4.0 11 10-0 23-7-0 29.4-0 32-0.0 37-0-10 39-8-0 42-0-0 5-11-6 6-4-8 5-6-0 5-9.05-0-10 2-7-6 5x8 MT18HS = 4x5 = 5.00 FIT 3 P5 4 4A 3x4 4x6 = 4x5 = 5x8 = 5 6 26 7 8 Scale= 1:75.6 0 � m v 0 jT 0 22 21 co 19 18 ca - 14 13 " 12 11 = = 4x6 I 4x4 = 3x6 5x8 = 3x4 3x8 3x4 11 3x10 = 6x8 = 3x4 II 6x8 = 6x8 = 42-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/fPI2007 CSI. TC 0.58 BC 0.87 WB 0.88 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.12 16-17 >999 360 -0.28 16-17 >999 240 -0.10 12 n/a n/a 0.3116-17 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 315lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 4-18,7-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 17-19, 3-17, 4-16, 7-16, 8-15, 8-13, 1-21, 1-22,9-12: 2x6 SP No.2 9-13 REACTIONS. (lb/size) 22=1455/0-8-0, 12=1626/0-8-0 Max Horz 22=297(LC 5) Max Uplift22=-2429(LC 4), 12=-2741(LC 5) Max Grav22=1540(LC 9), 12=1741(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1659/2533, 2-23=-1571/2543, 2-24=-1904/2936. 3-24=-1843/2949, 3-25=-2170/3438, 4-25=-2170/3438, 4-5— 2105/3333, 5-6=-2105/3333, 6-26=-2105/3333, 7-26= 2105/3333, 7-8=-1697/2709, 8-27=-1388/2220, 27-28— 1401/2206, 9-28=-1460/2197, 1-22=-1508/2270 BOT CHORD 21-22= 374/37, 20-21=-2563/1436, 19-20= 2563/1436, 18-19=-316/156, 4-17= 310/211, 17-29= 3289/2061, 16-29= 3289/2058, 16-30= 2563/1590, 15-30=-2562/1593, 7-15=-733/1012 WEBS 2-21=-661/726, 2-19=-257/317, 17-19=-2464/1469, 3-17=-1106/751, 6-16r 380/362, 7-16=-996/637, 13-15=-1932/1157, 8-15=-1823/1230, 8-13= 967/1192, 1-21=-2476/1604, 9-12— 1751/2410, 9-13=-2088/1375 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=22ft; Cat. ll; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 12-4-0, Exterlor(2) 12-4-0 to 36-2-6, Interior(1) 36-2-6 to 41-10-4; cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)'Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 atjoint(s) except Qt=lb) 22=2429, 12=2741. 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 mrrEKREFERANCE PAGE M11--7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, nor a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexancift VA 22314. Job Truss Truss Type Qty ` Ply Salgado Residence T10200255 74048 D HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I b4u s Apr i a 2016 mi i ek muusirres, I... vv e0 dan 11 09:06:34 co . r rage i I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-82pyYcGSJLusLQH3nyQgLQJudjX5dVGHGBOLUbzwUeJ 5-3-126 2 10-4-0 18-3-4 -0-12 34-0-0 39-&0 42-0-0 5-3-12 5-OA 7-11-4 - 7-9-8 7-11-4 5-8-0 2A-0 4 I 5.00 12 5x8 MT18HS= . 3x4 = 3x4 11 5x6 W B = 5x8 MT18HS = i 21 4 5 0 22 r Scale = 1:74.3 X9 3x4 % 23 US 20 2 8 4x5 9 i , 1 13 26 19 18 17 24 16 15 25 14 12 11 10 4x6 II 3x5 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x5 = 6x8 = 3x4 11 42-D-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.13 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.33 15-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.07 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.3515-17 >999 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or3-11-14 oc bracing. 1-19,8-11: 2x6 SP No.2 WEBS 1 Row at midpt 3-15, 1-18, 8-12 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 7-14 REACTIONS. (lb/size) .19=1455/0-8-0, 11=1626/0-8-0 Max Horz 19=74(LC 5) Max Upliftl9=-2455(LC 4), 11=-2773(LC 5) Max Grav 1 9=1 599(LC 9), 11=1816(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1623/2431, 2-20= 1546/2440, 2-3=-1992/3003, 3-21=-2350/3608, 4-21=-2350/3608, 4-5=-2350/3608, 5-6=-2350/3608, 6-22=-2172/3302, 7-22= 2172/3302, 7-23=-1293/1981, 8-23=-1342,/1969, 1-19= 1564/2300 BOT CHORD 17-18=-2261/1461, 17-24=-2610/1745, 16-24=-2610/1745, 15-16=-2610/1745, 15-25=-3060/2099, 14-25=-3060/2099, 13-14=-1636/1130, 13-26=-1636/1130, 12-26=-1636/1130 WEBS 2-18=-774/925, 2-17= 514/465, 3-1'5— 1067/736, 4-15— 510/517, 6-15— 436/269, 6-14=-671/795, 7-14=-1918/1302, 7-12=-775/926, 1-18= 2452/1613, 8-11= 1776/2478, 8-12=-2152/1483 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 10-4-0, Exterior(2) 10-4-0 to 39-8-0, Interior(1) 39-8-0 to 41-10-4; cantilever right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4j 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 (jt=lb) 19=2455, 11=2773. 8) "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 111I1-7473 rev. 10103/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component no, a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' IS always required for stability and to prevent collapse wilh.possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII 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 19 18 17 24 16 15 25 14 12 11 10 4x6 II 3x5 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 = 3x5 = 6x8 = 3x4 11 42-D-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.13 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.33 15-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.07 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.3515-17 >999 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or3-11-14 oc bracing. 1-19,8-11: 2x6 SP No.2 WEBS 1 Row at midpt 3-15, 1-18, 8-12 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 7-14 REACTIONS. (lb/size) .19=1455/0-8-0, 11=1626/0-8-0 Max Horz 19=74(LC 5) Max Upliftl9=-2455(LC 4), 11=-2773(LC 5) Max Grav 1 9=1 599(LC 9), 11=1816(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1623/2431, 2-20= 1546/2440, 2-3=-1992/3003, 3-21=-2350/3608, 4-21=-2350/3608, 4-5=-2350/3608, 5-6=-2350/3608, 6-22=-2172/3302, 7-22= 2172/3302, 7-23=-1293/1981, 8-23=-1342,/1969, 1-19= 1564/2300 BOT CHORD 17-18=-2261/1461, 17-24=-2610/1745, 16-24=-2610/1745, 15-16=-2610/1745, 15-25=-3060/2099, 14-25=-3060/2099, 13-14=-1636/1130, 13-26=-1636/1130, 12-26=-1636/1130 WEBS 2-18=-774/925, 2-17= 514/465, 3-1'5— 1067/736, 4-15— 510/517, 6-15— 436/269, 6-14=-671/795, 7-14=-1918/1302, 7-12=-775/926, 1-18= 2452/1613, 8-11= 1776/2478, 8-12=-2152/1483 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 10-4-0, Exterior(2) 10-4-0 to 39-8-0, Interior(1) 39-8-0 to 41-10-4; cantilever right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4j 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 (jt=lb) 19=2455, 11=2773. 8) "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 111I1-7473 rev. 10103/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component no, a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' IS always required for stability and to prevent collapse wilh.possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII 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 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1623/2431, 2-20= 1546/2440, 2-3=-1992/3003, 3-21=-2350/3608, 4-21=-2350/3608, 4-5=-2350/3608, 5-6=-2350/3608, 6-22=-2172/3302, 7-22= 2172/3302, 7-23=-1293/1981, 8-23=-1342,/1969, 1-19= 1564/2300 BOT CHORD 17-18=-2261/1461, 17-24=-2610/1745, 16-24=-2610/1745, 15-16=-2610/1745, 15-25=-3060/2099, 14-25=-3060/2099, 13-14=-1636/1130, 13-26=-1636/1130, 12-26=-1636/1130 WEBS 2-18=-774/925, 2-17= 514/465, 3-1'5— 1067/736, 4-15— 510/517, 6-15— 436/269, 6-14=-671/795, 7-14=-1918/1302, 7-12=-775/926, 1-18= 2452/1613, 8-11= 1776/2478, 8-12=-2152/1483 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interior(1) 4-5-2 to 10-4-0, Exterior(2) 10-4-0 to 39-8-0, Interior(1) 39-8-0 to 41-10-4; cantilever right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4j 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 (jt=lb) 19=2455, 11=2773. 8) "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 111I1-7473 rev. 10103/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component no, a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' IS always required for stability and to prevent collapse wilh.possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty ' Ply Salgado Residence T10200256 74048 D1 HIP 1 1 Job Reference (optional) ID:mCggpfHIGZ1B3VXB_LZnU7y78tQ-82pyYcGSJLusLQH3nyQgLQJttjWDdVOHGBOLUbzwUeJ 2A-0 7-9-14 67-1 75-0-0 21-11-14 26-10-D 35-6-2 42-8-0 46-4-0 48-8-0 0 -2 5-5.14 08-t 6d-3 6-71-14 6-10-2 6-70-2 6-11-14 3-8-0 2-0-0 2-4-0 Scale = 1:86.5 2 0 5x8 MT18HS= 3x4 11 Sx8 MT18HS= 5.00 12 3x5 = 5x8 MT18HS WB = 3x5 = 3x5 - 6 7 8 9 10 11 31 -� 25 24 26 22 dL 21 zu 119 60 10 17 64 16 15 14 4x5 = 4x6 11 7x8 = 4x6 = 3x5 = 4x6 = 3x8 = 4x5 = 4x5 = 6x8 = 3x4 I 3x5 = 3x6 = 2-4.0 48-8-0 i 2-" 8-7-13 15-0-0 21.11-14 28-10-0 36-6-2 42-8-0 4614-0 46-E3-0 2-0-0 6-3-14 6d-3 6-it-14 6•itr2 6-10-2 6-11-14 3-8-0 O-W-0 0.4.0 2-0-0 1:0-5-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.21 19-21 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.49 19-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) -0.13 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.54 19-21 >973 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4.SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 3-25,12-15: 2x6 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=1789/0-8-0, 25=180410-8-0 Max Horz 25=250(LC 5) Max Upliftl5=-3088(LC 5), 25= 3003(LC 4) Max Grav15=1979(LC 9), 25=1948(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-29=-2926/4449, 4-29=-2873/4457, 4-30=-2830/4465, 5-30=-2819/4467, 5-6=-2886/4387, 6-7=-3189/4918, 7-8=-3062/4745, 8-9=-3062/4745, 9-10=-3062/4745, 10-11 =-2390/371 0, 11 -31 =-1 083/1754,12-31=-1139/1743 BOT CHORD 24-25=-332/159, 23-24=-4229/2686, 22-23=-4229/2686, 22-32=-3961/2586, 21-32=-3961/2586, 20-21= 4720/3135, 19-20=-4720/3135, 19-33=-3512/2336, 18-33=-3512/2336, 17-18= 3512/2336, 17-34= 1437/961, 16-34= 1437/961 WEBS 5-24=-363/256, 5-22=-151/323, 6-22=-585/306, 6-21=-1098/785, 7-21=-390/313, 8-19=-402/374, 10-19=-1413/913, 10-17=-1079/1435, 11-17=-2793/1850, 11-16=-1129/1541, 3-25=-186312617, 3-24=-3946/2559, 12-15=-1907/2823, 12-16=-2426/1613 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 303 lb FT = 20% Structural wood sheathing directly applied or 3-9-11 oc purlins, except end verticals. Rigid ceiling directly applied or 3-2-5 oc bracing. 1 Row at midpt 6-21, 7-19, 10-19, 3-24, 12-16 2 Rows at 113 pts 11-17 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 4-9-10, Interior(1) 4-9-10 to 15-0-0, Exterior(2) 15-0-0 to 48-6-4; cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1;60 3)'Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=3088, 25=3003. 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 MITEK REFERANCE PAGE 114II--7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaflom storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty ' Piy Salgado Residence T10200257 74048 D2 HIP 1 1 Job Reference (optional) I D:mCggpfH 1 GZI B3VX6_LZnU7y78tQ-5Qwjzl Hiry8abkRRvNTIQrOBm WAC503aj UVSYUzwUeH 2-4.0 6-9-14 PEN 13-0-0 20-it-14 28-10-0 36-8-2 44-8-0 48$-0 0 -2 4-5-14 9-1 5d-5 7-ii-14 7-10.2 7-10-2 7-11-14 4-0-0 2-4-0 Scale = 1:84.8 2 0 5x8 = 5x8 = 3x4 1 14x6 = 3x5 = 5x8 = 5.00 F12 5 28 6 7 8 9 29 10 22 21 20 19 30 18 31 17 16 1532 14 33 13 12 4x5 = 3x6 I 5x6 = 46 = 3x5 = 5x8 MT18HS= 3x8 46 = 4x5 = 4x5 = 3x6 I 3x5 = 2-4-0 2-0-0 7-7-11 13-00 20-11-14 26-10-0 36-8-2 44-B-0 48$-0 2-0-0 5-3-11 5-0-5 7-11-14 7.1.2 7-10-2 7-11-14 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.29 16-18 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.71 16-18 >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.15 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.37 16-18 >999 240 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` 11-12,3-22: 2x6 SP No.2 REACTIONS. (lb/size) 12=1699/0-8-0, 22=1887/0-8-0 Max Horz22=264(LC 5) Max Uplift12=-1360(LC 5), 22=-1586(LC 4) Max Grav 12=2059(LC 9), 22=2228(LC 9) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 279 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. WEBS 1 Row atmidpt 5-18, 6-16, 9-16, 10-14, 3-21 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 263/96, 3-26=-3235/2027, 26-27=-3188/2034, 4-27=-3171/2043, 4-5= 3427/2203, 5-28= 4272/2775, 6-28— 4272/2775, 6-7=-4292/2787, 7-8=-4292/2787, 8-9=-4292/2787, 9-29— 3403/2251, 10-29=-3403/2251, 10-11=-1542/1018, 11-12=-2045/1363 BOT CHORD 20-21=2017/2980, 19-20=-1982/3113, 19-30=-1982/3113, 18-30=-1982/3113, 18-31=-2642/4238, 17-31=-2642/4238, 16-17=-2642/4238, 16-32=-2116/3368, 15-32= 2116/3368, 14-15=-2116/3368, 14-33=-853/1353, 13-33=-853/1353 WEBS 4-21=-498/432, 4-20=-73/305, 5-18= 858/1361, 6-18=-543/535, 7-16=-460/426, 9-16=-675/1083, 9-14=-1145/914, 10-14=-1530/2441, 10-13= 1158/895, 11-13=-1213/1929, 3-22= 2117/1534, 3-21=-2014/3000 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.Opsh h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2)-0-0-13 to 4-9-10, Interior(1) 4-9-10 to 13-0-0, Extedor(2) 13-0-0 to 48-5-4; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 = 1 O:Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) -12=1360, 22=1586. 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 THIS AND INCLUDED MrrEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing lk• MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and iruss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty r Ply Salgado Residence T10200258 74048 D3 HIP 1 1 Job Reference (optional) I D:mCggpfH 1 GZI B3VX8_LZnU7y78tQ-ZdU5AelKcGH RCtOeT5_Xz2xQMwVUgrojy8F?5wzwUeG 2-4-0 5-10-13 ii-0-0 18-2-10 25-3-9 32-4-7 39-5.6 46-8 0 -2 3.6-13 5-1-3 7-2-10 77-0-74 7-0-14 7-2-10 2-4-0 Scale = 1:84.8 2 0 4x6 = 4x8 5x8 = 3x5 = 4x6 = 3x5 = 3x4 II 3x5 = 5x10 = 5.00 F12 5 - 6 30 7 6 g 10 11 31 12 13 5x6 i 3x4 II 2829 4 3 1 24 23 22 21 20 19 18 17 16 15 14 US = 6x8 — 3x5 = 4x6 —_ 3x6 = 3x5 = 4x8 = 4x6 — 5x6 = 4x5 = 5x8 MT18HS = 3x6 11 2-4-0 2-0-0 11-0-0 76-2-t0 25-3-s 32-4-,7 39-5-6 48-B-0 48-B-0 2-0-0 8-8-0 7-2-10 7-0-i4 7-0-74 7-0-14 7-2-70 2-0-0 Plate Offsets (X,Y)-- j5'0-5-12 0-2-81 (7.0-3-0 Edgel f9'0-3-0 Edgel (12:0-7-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.38 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.88 18-19 >628 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.93 Horz(TL) 0.20 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.47 19 >999 240 Weight: 276lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 13-14,3-24: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 14=1698/0-8-0, 24=1889/0-8-0 Max Horz 24=284(LC 5) Max Uplift14=-1324(LC 5), 24=-1597(1_C 4) Max Grav 14=1 886(LC 9), 24=2103(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-443/203, 3-28=-318/135, 28-29=-310/168, 4-29=-308/200, 4-5=-3173/2145, 5-30=-4306/2954, 6-30=-4306/2954, 6-7=-4752/3223, 7-8=-4752/3223, 8-9=-4324/2935, 9-10=-4324/2935, 10-11= 4324/2935, 11-31= 3030/2108, 12-31=-3030/2108, 12-13= 852/596, 13-14=-1889/1307 BOT CHORD 2-24= 185/429, 23-24=1820/2410, 22-23=-1995/2894, 21-22=-199512894, 20-21 =-2891/4289,19-20=-2891/4289, 18-19=-3159/4736, 17-18=-2044/3013, 16-17=-2044/3013, 15-16=-503/734 WEBS 4-23=-309/638, 5-21= 1132/1657, 6-21=-759/650, 6-19=-321/550, 8-18=-511/354, 10-18=-427/405, 11-18=-1017/1547, 11-16= 1319/1034, 12-16=-1831/2708, 12-15=-1432/1111, 13-15=-1186/1722, 3.24=-1961331, 4-24=-3070/2357 Structural wood sheathing directly applied or 3-0-2 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-11 oc bracing. 1 Row at midpt 5-21, 8-18, 11-18, 12-16, 4-24 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 4-9-10, Interior(1) 4-9-10 to 11-0-0, Extedor(2) 11-0-0 to 48-5-4; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3).Provide adequate drainage to prevent water ponding. 4) All plates ate 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. 7j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=1324, 24=1597. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT08 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing y� MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence T10200259 74048 G HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Wed Jan 11 09:06:37 2017 Page 1 I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-ZdU5Ael KcGHRCtOeT5_Xz2xRowSigxljy8F?5wzwUeG 2-4-0 7-8-5 15.0-0 19-0-0 26-3-11 31-8-0 34-0-0 34- -2 0- -2 5-4-5 7-3-11 4-0-0 7-3-11 5-4-5 2-4-o o- 2 . g c, 4x8 = 5.00 F12 5x6 = Scale = 1:59.6 18 171. 15 14 '- 12 11 3x5 2x3 12x3 1 4x6 = 3x4 = 3x8 = 4x6 = 2x3 11 2x3 11 3x5 2-D-0 7 1017 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.27 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0:69 15-17 >507 240 BCLL 0.0 * Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.34 15-17 >999 240 Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-11 or bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1260/0-8-0, 11=1260/0-8-0 Max Harz 18=-18(LC 4) Max Upl1ft18— 1119(LC 4), 11=-1119(LC 5) Max Gram 1 8=1 436(LC 10), 11=1438(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1921/1127, 3-25=-2190/1350, 4-25=-2173/1366, 4-26=-1826/1222, 5-26_ 1766/1237, 5-6= 1671/1256, 6-27=-1766/1237, 7-27=-1827/1221, 7-28=-2173/1363, 8-28=-2190/1348, 8-9=-1921/1123 BOT CHORD 2-18=-1116/1905, 17-18— 1131/1905, 16-17=-1130/1905, 15-16— 1130/1905, 14-15=-846/1532, 13-14=-1109/1904, 12-13=-1109/1904, 11-12= 1110/1905, 9-11 =-1 110/1905 WEBS 4-15= 414/312, 5-15=-118/329, 6-14=-153/329, 7-14=-413/310, 3-18=-774/659, 8-11= 775/659 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160111ph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2)-0-0-13 to 3-4-0, jnterior(1) 3-4-0 to 15-0-0, Exterior(2) 15-0-0 to 19-0-0, Interior(1) 23-9-11 to 34-0-13; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 61 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 18=1119, 11=1119. 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 M?EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T1020D260 74048 G1 HIP 2 1 Job Reference o tional cnamoers i russ, roa rierce, r� .. „r.. �.............. ..._. .. __ __.... --•--'-- -- .. ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-1p2TNzJyNZPHglbgOoVmVGTcsKoYZTItAo_ZdMzwUeF 2-4-0 7-6-6 13-0-0 21.0-0 26-3-10 31-8-0 34.0-0 34- -2 0- 2 22 4-0 5-4-6 5-3-10 8-0-0 5-3-10 5-4.6 2-4-0 0- 2 —2 0 4x8 = 4x8 = 6 27 28 6 Scale = 1:59.0 9 18 17 '� 15 '"' 14- 12 11 3x5 = 2x3 11 2x3 11 4x6 = 3x4 = 3x8 = 4x6 = 2X3 11 2x3 11 3x5 = 26.3-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.23 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.53 15-17 >658 240 BCLL 0.0 Rep Stress [nor YES W B 0.21 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.3012-14 >999 240 Weight: 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 18=1260/0-8-0, 11=1260/0-8-0 Max Horz 18=-19(LC 4) Max Upl1ft18— 1130(LC 4), 11=-,1131(LC 5) Max Grav 1 8=1 467(LC 10), 11=1457(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1875/1089, 3-25= 2163/1338, 4-25=-2146/1354, 4-26=-2018/1327, 5-26=-2018/1343, 5-27= 1848/1335, 27-28=-1848/1335, 6-28=-1848/1335, 6-29=-1987/1341, 7-29=-1988/1326, 7-30= 2124/1351, 8-30=-2140/1335, 8-9=-1854/1085 BOT CHORD 2-18=-1090/1866, 17-18_ 1106/1866, 16-17= 1106/1866, 15-16=-1106/1866, 15-31 =-976/1757,14-31=-976/1757, 13-14= 1084/1846, 12-13=-1084/1846, 11-12= 1084/1846, 9-11 =-1 084/1846 WEBS 5-15=-71/341, 6-14= 65/342, 3-18= 824/715, 8-11= 8201715 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 3-4-0, Interlor(1) 3-4-0 to 13-0-0, Exterior(2) 13-0-0 to 25-9-11, Interior(1) 25-9-11 to 34-0-13; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) "I8=1130, 11=1131. 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 MITEKREFERANCEPAGE MI1-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parametersshown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence ' T10200261 74048 G2 HIP 2 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL t.ti4u s Apr 1 a zuio mitt ex incusmes, inc. Wed dan i i 09:06:39 zv i r rage i I D:mCggpf H 1 GZIB3VXB_LZnU7y78tQ-V?crbJ KbBtXBSBAOaW O?2TOIGkBBI tVOPSk69pzwUeE 2-4-0 6-10-3 11-0-0 17-0-0 23-0-0 27-1-1334-0-0 34- 2 0- 2 2-4-0 46-3 4-1-13 6-0-0 6-0-0 4-1-13 4-6-3 2.4-0 0- 2 r; nn5;�_ 4x8 = 2x3 11 48 = 27 b 28 Scale = 1:58.8 10 4x4 — 3x6 13x6 = 3x8 = 3x4 = 3x6 [I 4x4 = 3x4 = 3x6 =' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.25 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.54 14-15 >658 240 BCLL 0.0 Rep Stress Incr YES W B 0.41 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.3214-15 >999 240 Weight: 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1260/0-8-0, 12=1260/0-8-0 Max Horz 18=-19(LC 4) Max Upliftl8=-1137(LC 4). 12=-1138(LC 5) Max Grav 1 8=1 417(LC 10), 12=1420(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1758/11.33, 3-25= 2089/1450, 25-26=-2072/1451, 4-26=-2022/1462, 4-5= 1975/1379, 5-27=-2204/1612, 6-27= 2204/1612, 6-28=-2204/1612, 7-28=-2204/1612, 7-8=-1975/1377, 8-29— 2022/1459, 29-30=-2072/1449, 9-30=-2089/1447, 9-10= 1758/1128 BOT CHORD 2-18=-1176/1784, 17-18=-1192/1784, 16-17= 1192/1784, 15-16=-1047/1740, 14-15= 1027/1740, 13-14=-1170/1784, 12-13=-1170/1784, 10-12=-1170/1784 WEBS 5-15=-393/497, 6-15=-398/405, 7-15=-394/497, 3-18= 933/873, 9-12= 935/873 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=22ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterlor(2)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 11-0-0, Extedor(2) 11-0-0 to 27-9-11, Interior(1) 27-9-11 to 34-0-13; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 61 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=1137,12=1138. 7) "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 Mll--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual bolding component, not a truss system. Before use, The building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Salgado Residence T10200262 74048 GRA HIP i i . Job Reference (optional) Chambers Truss, Fort Pierce, Fl- 7.640 a npi i 5 Zv iv i- i oN .. o...."„ , , I D:mCggpfH 1 GZI83VX6_LZnU7y78tQ-V?crbJKb8tX8SBA0aW 0?2TOj rkCtltEOPSk69pzwUeE 2-4-0 4-9-14 9-0-0 13-4-0 17-8-0 21-0-4 24-8-0 0- -2 2.4-0 2-5-14 4-2-2 4-4-0 4-4-0 3-4.4 3-7-12 zi 0 5x8 MT18HS = 2x3 11 5x8 MT18HS = Scale = 1:42.6 13 = V V u 5x8 MT18HS 3x4 — 3x6 11 6x8 = 3x8 = 6x8 = 3x6 I 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) -0.10 10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.23 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.42 Horz(TL) 0.04 8 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.15 10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` BOT CHORD 7-8,3-13: 2x6 SP No.2, 3-12,7-9: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 8=1668/Mechanical, 13=1917/0-8-0 Max Harz 13=69(LC 5) Max Uplift8=-1667(LC 5), 13=-2077(LC 4) Max Grav8=2444(LC 9), 13=2750(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/1, 3-17=-4438/2959, 17-18=-4428/2961, 4-18=-4375/2980, 4-5=-4592/3226, 5-6=-4592/3226, 6-19=-4241/2900, 19-20= 4250/2887, 7-20=-4301/2886, 7-8=-2365/1676 BOT CHORD 2-13=-49/277, 12-13=-118/297, 11-12=-2652/4028, 10-11= 2652/4028, 9-10= 2562/3900, 8-9=-265/329 WEBS 4-12=-294f758, 4-10=-557/666, 5-10=-806/770, 6-10=-618/837, 6-9= 187/570, 3-13=-2604/2005, 3-12=-2619/3743, 7-9� 2319/3584 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 130 lb FT = 20% Structural wood sheathing directly applied or 2-10-4 oc pudins, except end verticals. Rigid ceiling directly applied or 4-6-0 oc bracing. 1 Row at midpt 3-12, 7-9 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 9-0-0, Exterior(2) 9-0-0 to 21-10-15, Interior(1) 21-10-15 to 24-5-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=1667, 13=2077. 9) Girder carries hip end with 7-0-0 right side setback, 9-0-0 left side setback, and 7-0-0 end setback. 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) 890 lb down and 574 lb up at 17-8-0, and 1144 lb down and 738 lb up at 9-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daae 2 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10103/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and tam systems, seeANSI/TPIi Quality Criteria, DSB-89 and SCSI Bullding Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply Salgado Residence T1020D262 74048 GRA HIP t 1 Job Reference (optional) unamDers I russ, i-on riarce, M I D: mCggpf H 1 GZIB3VXB_LZnU7y78tQ-V?crbJKbBtXBSBAOaW O?2TOj rkCtitEOPSk69pzwUeE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 14, 2-4=-54, 4-6= 112(F=-58), 6-7=-54, 12-14= 20, 9-12=-42(F= 22), 8-9=-20 Concentrated Loads (lb) Vert: 12= 611(F) 9— 475(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use,lhe building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabricallon, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ` Ply Salgado Residenco"ptional) T10200263 74048 GRA1 MONO HIP 1 1 Job Reference Chambers Truss, Fort Pierce, FL i.oqu s Apr i v zoio Mi r ex mausmes, inc. wed can 1 i 09:06.40 2017 rye I D:mCggpfHl GZIB3VXB_LZnU7y78tQ-zCADofKDvBf73LiCBDXEahYw38YO1 D3Ae6TghFzwUeD 2-4-0 4.9.14 9.0-0 14-3-4 19-4-12 24-8-0 .0 -2 2.4-0 2-5-14 4-2-2 5-3-4 5-1-8 5-3-4 Scale = 1:42.6 4x8 = 3x6 11 5x6 = 5x6 = 4 19 0 a 20 1 13 8 5x6 W8= ,. 3x4 — 3x6 II 6x8 = 3x10 = 5x6 = 3x6 I 4-9-14 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.70 BC 0.53 WB 0.84 (Matrix-M) DEFL. in (loc) I/dell L/d Vert(LL) ' -0.10 10-12 >999 360 Vert(TL) -0.24 10-12 >999 240 HOr7(TL) 0.04 8 n/a n/a Wind(LL) 0.1510-12 >999 240 PLATES GRIP MT20 244/190 Weight: 138lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purtins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 4-6-2 oc bracing. 7-8,3-13: 2x6 SP No.2, 3-12,7-9: 2x4 SP M 30 WEBS 1 Row at midpt 3-12, 7-9 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=1803/Mechanical, 13=1852/0-8-0 Max Harz 13=270(LC 5) Max Uplift8=-1791(LC 5), 13= 1953(LC 4) Max Grav8=2555(LC 9), 13=2595(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-4153/2728, 17-18— 4143/2730, 4-18=-4092/2750, 4-19= 4100/2834, 5-19— 4100/2834, 5-6=-4100/2834, 6-20=-2808/1945, 7-20= 2808/1945, 7-8=-2452/1810 BOT CHORD 12-13=-277/324, 11-12=-2645/3833, 10-11=-2645/3833, 9-10=-1945/2808 WEBS 3-12=-2449/3517, 4-12=-320/817, 4-10=-296/342, 5-10=-930/691, 6-10=-1110/1607, 6-9=-1849/1505, 7-9=-2373/3432, 3-13=-2459/1889 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15; cantilever left 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 Ito uplift at joint(s) except at=lb) 8=1791, .13=1953. 7) Girder carries hip end with 0-0-0 right side setback, 9-0-0 left side setback, and 7-0-0 end setback. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1144 lb down and 738 lb up at •9-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-14, 2-4=-54, 4-7=-112(F=-58), 12-14=-20, 8-12= 42(F=-22) Continued on Daae 2 Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Salgado Residence T1020D263 74048 GRA1 MONO HIP 1 1 Job Reference (optional) Chambers Truss, tort tierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=-611(F) r.a�o snp� iaaio mn nr.uwusiroo, mc. i, � y=� I D:mCggpf H I GZ1 B3VXB_LZnU7y78tQ-zCADofKDvBf?3LIC8DXEahYw3BY01 D3Ae6TghFzwUeD WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev. 10/012015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200264 74048 ORB SPECIAL 1 �f 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Wed Jan 11 09:06:41 2017 Page 1 I D:mCggpfH 1 GZI B3VXB_LZnU7y781Q-ROkcO?LrgUnshVJPix2T7u58zXrW mtDJtmDDEhzwUeC 5-4-5 10-6-14 15-9-7 21-0-0 26-2-9 31-5-2 36-7-11 42-0-0 5-4-55-2-9 5-2-9 5-2-9 5-2-9 5.4.5 Scale = 1:73.2 4x6 = 4x6 = 4x4 = 3x4 = 4x6 = 3x4 11 3x8 = 3x4 11 3x4 = 4x4 = 4x6 = 1 28 2 3 4 5 6 7 8 9 10 P4 11 22 21 20 19 18 3x6 II 46 = 5x8 MT1BHS= 3x8 4x4 = 17 16 15 3x4 11 3x8 = 5x8 MT18HS = 31-5-2 14 13 12 4x4 = 4x6 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.50 Vert(LL) -0.38 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.86 17-18 >581 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.17 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.48 17 >999 240 Weight: 498lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-2 oc bracing. 1-22,11-12: 2x6 SP No.2 REACTIONS. (lb/size) 22=3202/0-8-0, 12=3202/Mechanical Max Uplift22= 2577(LC 4), 12=-2577(LC 5) Max GraV22=4089(LC 9), 12=4089(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 3976/25931 1-23=-4955/3093I 2-23=-4955/3093, 2-3= 8463/5254, 3-4= 10575/6557, 4-5=-10575/6557, 5-6— 1057516557, 6-7=-10575/6557, 7-8=-10575/6557, 8-9= 10575/6557, 9-10= 8463/5254, 10-24=-4955/3093, 11-24=-4955/3093, 11-12=-3976/2593 BOT CHORD 20-21= 3093/4955, 19-20=-5254/8463, 18-19=-5254/8463, 17-18= 6991/11281, 16-17=-6991/11281, 15-16=-5254/8463, 14-15=-5254/8463, 13-14=-3093/4955 WEBS 1-21=-3783/6068, 2-21=-3396/2332, 2-20= 2688/4339, 3-20=-2336/1643, . 3-18= 1619/2612, 5-18=-808/701, 6-18=-874/546, 6-17=0/320, 6-16= 874/546, 7-16=-8081701, 9-16=-1619/2612, 9-14=-2336/1643, 10-14= 2688/4339, 10-13=-3396/2332, 11-13=-3783/6068 NOTES- 1) 2-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, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 4-5-2, Interi6r(1) 4-5-2 to 41-9-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6}This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 22=2577,12=2577. 10) Girder carries hip end With 0-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Nil--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312. AJexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200264 74048 GRB SPECIAL 1 2 Job Reference (optional) L;namoers i russ, ror MGM, rL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-112(F= 58), 12-22=-42(F=-22) F. .,, o,. ,,,..— . .... ............ . . — 1 D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-ROkcO?LrgU nshVJPix2T7u58zXrW mfDJtmDDEhzwUeC 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always requued for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T1020D265 74046 GRD MONO HIP 1 2 Job Reference (optional) I D:mCggpf H 1 GZI B3VXB_LZnU7y78tQ-ROkcO?LrgU nshVJ Pix2T7u54OXxgmfxJtmD DEhzwUeC 2.4-0 5-7-10 9.0-0 14-0-13 16-11-14 23-10.15 26-10-0 33-9-1 36-B-2 43-7-3 48-B-0 0 -2 3-3-70 3-0-0 5-0-13 4-71-1 4-71-1 4-11-1 4-it-1 4-11-1 4-it-1 5-0-13 2-4-0 Scale = 1:64.9 12 0 0 5x8 MT18HS= 5.00 12 3x4 11 5 6 32 3x4 11 3x8 = 5x8 MT18HS WB = 3x8 = 3x5 = 5x6 = 4x6 = 5x6 = 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 4x5 _ 8x14 \\ 7x8 = 4x4 = 6x10 MT18HS — 4x8 — 3x4 11 4x4 — 4x12 = 5x6 = 3x10 11 4x10 = 3x4 11 6x10 MT18HS = 6x10 MT18HS = 2-4-0 2-0-0 5-7-10 5 -0 8-0-0 14.0.13 16-11-14 23-10.15 2&10-0 33-9.1 38 2 43-7-3 46-B-0 2-M 3-3-10 0 -6 3d-0 5.0-13 4-it-1 4-it•1 4•i 7.1 4.71-7 4-it-1 4-11-i 5-0-13 Od-0 Plate Offsets (X,1)-- f5:G-5-12 0-2-81 j8'0-4-0 Edgel f12:0-3-0 0-3-01 f27:0-3-8 0-3-8j f28:0-2-4 0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.45 20-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -1.03 20-22 >536 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.15 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.68 20-22 >818 240 Weight: 637lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 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 6-10-15 oc bracing. 14-15,3-28: 2x6 SP No.2, 14-16: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=3600/0-8-0, 28=375510-8-0 Max Horz28=299(LC 5) Max Upliftl5=-3463(LC 5), 28=-3793(LC 4) Max Grav15=4964(LC 9). 28=5242(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-785/391, 3-31=-7358/4999, 4-31=-7313/5007, 4-5=-9400/6449, 5-6=-12450/8626, 6-32= 12450/8626, 7-32— 12450/8626, 7-8=-15713/10831, 8-9=-15713/10831, 9-10=-15713/10831,10-11=-13557/9338,11-12=-10376/7153,12-13=-10374/7151, 13-14=-5909/4093, 14-15=-4836/3457 BOT CHORD 2-28= 342/725, 27-28=-641/807, 26-27=-4780/6787, 25-26= 6019/8695, 24-25— 10263/14858, 23-24= 10263/14858, 22-23=-10263/14858, 21-22=-10598/15387, 20-21— 10598/15387, 19-20=-10598/15387, 18-19= 10598/15367, 17-18=-9338/13557, 16-17= 4093/5909 WEBS 4-27=-2161/1561, 4-26=-1568/2266, 5-26=-84/415, 5-25=-3275/4654, 6-25= 881/884, 7-25=-3016/2064, 7-23=-34/349, 7-22=-724/1071, 9-22=-807/756, 10-22=-292/408, 10-20=0/333, 10-18=-2291/1590, 11-18=-882/1567, 11-17=-3985/2748, 12-17=-812/754, 13-17=-3848/5593, 13-16=-4241/3155, 14-16=-5065/7328, 3-28=-4458/3217, 3-27=-4298/6208 NOTES- 112-ply truss to be connected together with 10d (0.131'V") nails as follows: Top chords connected as follows: 2R4 - 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Extedor(2)-0-0-13 to 4-9-14, Interior(1) 4-9-14 to 9-0-0, Exterior(2) 9-0-0 to 15-10-10; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CoNk%yfWfVP8Fbpttom chord and any other members. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 1010312015 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job------ Truss Type Qty Ply Salgado Residence T10200265 74048 T MONO HIP 1 2 Job Reference (optional) Chambers truss, Fort Vierce, rL I D:mCggpfH 1 GZI63VXB_LZnU7y78tQ-ROkcO?LrgUnshVJ Pix2T7u54OXxgmfxJtmD DEhzwUeC NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=3463, 28=3793. 9) Girder Games hip end with 0-0-0 right side setback, 9-0-0 left side setback, and 7-0-0 end setback. 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) 1144 lb down and 738 lb up at 9.0-0 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 (pit) Vert: 1-2=-14, 2-5=-54, 5-14=-112(F=-58), 2-26=-20, 15-26= 42(F= 22) Concentrated Loads (lb) Vert: 26=-611(F) Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2016 BEFORE USE. Design for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � valid a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence ' T10200266 74048 GRF MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jan 11 09:06:42 2017 Page 1 1 D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-vaH_DLMTRovjJfubFeaig6eCGxG 1 V5XS5Qymm7zwUeB 2-4-0 3-9-14 7-0-0 12-3-3 17.4.9 22-6-0 27-7-7 32-8-13 38-0.0 0- -2 2-4-0 1-5-14 3-2-2 5-0-3 5-1-7 5-1-7 5-1-7 5 Scale = 1:66.0 5x12 MT18HS = 3x4 = 5x8 MT18HS WB = 5.00 12 3x4 = 5x8 MT18HS WB = 3x4 II 3x4 = 48 = 5x8 = 4 5 6 7 8 9 70 11 P7 12 22 21 20 19 18 17 16 15 14 13 4x5 = 7x8 = 4x8 = 6x10 MT18HS = 4x8 = 4x8 = 4x10 = 3x10 II 4x4 = 6x10 MT18HS = 17-4-9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 ' Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.91 BC 0.43 WB 0.97 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.45 17-18 >943 360 -1.03 17-18 >414 240 0.11 13 n/a n/a 0.6317-18 >671 240 PLATES MT20 MT18HS Weight: 234lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-9 oc bracing. 12-13,3-22: 2x6 SP No.2, 3-21,12-14: 2x4 SP M 30 WEBS 1 Row at midpt 4-20, 11-15, 12-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=2098/0-8-0, 22=2328/0-8-0 Max Horz22=235(LC 5) Max Upliftl3=-1888(LC 5), 22= 2286(LC 4) Max Gravl3=2730(LC 9), 22=3067(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-342/82, 3-25=-325/84, 3-26=-4746/3155, 4-26=-4704/3168, 4-5=-7183/4916, 5-6=-8469/5757, 6-7=-8370/5680, 7-8— 8370/5680, 8-9— 8370/5680, 9-10=-6976/4737, 10-11— 6976/4737, 11-27=-4193/2862, 12-27=-4193/2862, 12-13=-2620/1877 BOT CHORD 2-22=-82/328, 21-22= 318/392, 20-21=-2979/4350, 19-20=-4916/7183, 18-19=-4916/7183, 17-18= 5757/8469, 16-17= 4737/6976, 15-16= 4737/6976, 14-15=-2862/4193 WEBS 3-21=-2803/4038, 4-21= 201/274, 4-20_ 2248/3229, 5-20=-1386/1131, 5-18=-986/1475, 6-18= 545/519, 8-17=-608/570, 9-17=-1093/1600, 9-15— 1390/1098, 11-15=-2168/3193, 11-14= 2202/1672, 12-14=-3209/4718, 3-22=-2742/2072 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Extedor(2)-0-0-13 to 3-8-13, Interior(1) 3-8-13 to 7-0-0, Exterior(2) 7-0-0 to 12-3-3; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=1888, 22=2286, 7)'Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 5-0-0 end setback. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 566 lb down and 365 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daue 2 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. , Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200266 74048 GRF MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2= 14, 2-4=-54, 4-12=-85(F=-31), 2-21=-20, 13-21=-32(F=-12) Concentrated Loads (lb) Vert: 21= 302(F) r.oav s Apr r a zv ro mu ak ind—i—, nr, w,u jail i i 0,.06— co 11 ray, c I D: mCggpf H 1 GZI B3VXB_LZnU7y78tQ-vaH_DLMTRovjJfubFeaig6eCGxG 1 V5XS5Qymm7zwUeB 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MI1-7473 rev. 10=2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence T10200267 74048 GRG HIP 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oqu a Apr r a zuio mn ex mdusrries, Inc. vied jan i i da:do.ve zd i r rage i. ID:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-OnrMRhN5C61 awoTnpL5xCJAPyLV5EeScK4iKlazwUeA 5-s-1 9-0-0 144 19-7-7 25-0-0 z8-s-ts 31-&0 34-0-0 34- 2 2.4.0 3-1-1 3-6-15 5.4-9 5-2-13 5-4-9 3-6-15 3.1.1 2-4-0 0- 2 .2 0 Scale = 1:58.8 5x8 MT18HS = 3x5 II 5x6 = 5x8 MT18HS= 5.00 12 5 316 7 32 8 22 21 20 19 18 17 16 15 14 13 3x4 = 3x6 II U10 = 5x8 MT18HS— US = 4x4 = 6x8 = 4x10 = 3x6 11 3x4 = 9-0-0 6x8 = 5x8 MT18HS= 31-8-0 LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TO 0.79 BC 0.89 WB 0.60 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.22 17-18 >999 360 -0.51 17-18 >694 240 0.14 13 n/a n/a 0.3317-18 >999 240 PLATES MT20 MT18HS Weight: 182lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc purlins. 5-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-4-6 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 5-18, 8-17 WEBS 2x4 SP No.3 *Except* 3-22,10-13: 2x6 SP No.2, 3-21,10-14: 2x4 SP M 30 REACTIONS. (lb/size) 22=2509/0-8-0, 13=2509/0-8-0 Max Harz 22=-19(LC 4) Max Uplift22=-2620(LC 4), 13=-2620(LC 5) Max Grav22=3583(LO 10), 13=3585(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 436/351, 3-29=-4548/3044, 29-30=-4516/3049, 4-30=-4512/3053, 4-5=-5910/4029, 5-31=-7129/4926, 6-31=-7129/4926, 6-7=-7129/4926, 7-32=-7131/4929, 8-32— 7131/4929, 8-9=-5909/4026, 9-33— 4512/3048, 33-34=-4517/3044, 10-34=-4548/3039, 10-11=-436/354 BOT CHORD 2-22= 327/440, 21-22=-328/458, 20-21=-2721/4124, 19-20= 3533/5397, 18-19=-3533/5397, 17-18=-4668/7048, 16-17=-3511/5397, 15-16=-3511/5397, 14-15= 2697/4124, 13-14=-330/439, 11-13=-330/439 WEBS 4-21=-1458/1073, 4-20=-1035/1471, 5-20=-214/597, 5-18=-1453/2017, 6-18=-943/911, 7-17=-944/911,8-17=-1457/2020,8-15=-211/597,9-15=-1034/1471,9-14=-1458/1075, 3-22=-3503/2520, 3-21= 3252/4680, 10-13=-3504/2520, 10-14=-3257/4681 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 3-4-0, Interior(1) 3-4-0 to 9-0-0, Extefior(2) 9-0-0 to 29-9-11, Interior(1) 29-9-11 to 34-0-13; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3j 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 Qt=lb) 22=2620, 13=2620. 8) Girder carries hip end with 9-0-0 right side setback, 9-0-0 left side setback, and 7-0-0 end setback. 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) 1144 lb down and 738 lb up at 25-0-0, and 1144 lb down and 738 lb up at 9-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. dddtl"Aq 6P6@JgA.SE(S) section, loads applied to the face of the truss are noted as front (F) or bacK (b) Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03,2016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �� a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence T10200267 74048 GRG HIP 2 1 Job Reference (optional) Chambers truss, ion MOMS. FL P. I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-OnrMRhN5C61 awoTnpL5xCJAPyLV5EeScK4iKlazwUeA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-5= 54, 5-8= 112(F=-58), 8-11= 54, 11-12= 14, 20-23= 20, 15-20=-42(F=-22), 15-26=-20 Concentrated Loads (lb) Vert: 20= 611(F) 15=-611(F) A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, f0/03/2015 BEFORE USE. ' Design valid for.use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Taus Plate Institute, 218 N. Lee Street, Suite 3 1 Z Ajexandria, VA22314. Job Truss Truss Type Qty Ply Salgado Residence T10200268 74048 GRP HIP 1 �f 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.e4u s Apr 19 zui o mn ek inausmes, inc. vied dan 11 09.06.44 201 r rage 1 I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-szPke 1 NjzP9RYy2_N3cAIXjZ2ltgzOvlZkRtgOzwU e9 2-4-0 5-b1 9-0-0 14-6-10 19-11-9 25-4.7 30-9-6 36-0-0 39-10115 43-4-0 0- 22-4-0 3-1-i 3-6-15 5-6-10 5-4-14 5-4-14 5-4-143-6-14 35-1 2 O 5.00 12 5x8 MT18HS = Sx8 MT18HS WB = 5x8 MT18HS = 5 6 81 7 8 9 10 32 11 Scale = 1:75.4 134 d IN 25 24 23 22 21 20 19 18 17 16 15 14 3x5 = 3x6 11 4x10 = 5x8 MT18HS— 3xB 5x8 MT18HS= 4x4 = 6x8 = 3x6 11 9-0-0 4x4 = 36-4-0 LOADING (psf) TOLL, 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. TC 0.89 BC 0.73 W B 0.91 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) • -0.36 19-20 >999 360 Vert(TL) -0.82 19-20 >596 240 Horz(TL) 0.18 14 n/a n/a Wlnd(LL) 0.74 19-20 >663 240 PLATES MT20 MT18HS Weight: 480lb GRIP 244/190 244/190 FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-2 cc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. 13-14,3-25: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=3081/0-8-0, 25=3381/0-8-0 Max Horz25=75(LC 5) Max Upliftl4=-4413(LC 5), 25=-4840(LC 4) Max Grav 14=4176(LC 9), 25=4574(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/469, 3-29=-5897/5995, 29-30= 5888/6000, 4-30= 5856/6003, 4-5=-7815/7799, 5-6=-10478/10712, 6-31— 11982/12339, 7-31=-11982/12339, 7-8=-11982/12339, 8-9= 11982/12339, 9-32=-11964/12356, 10-32=-11964/12356, 10-11=-10414/10765, 11-33=-7655/7839, 12-33=-7704/7830, 12-34=-6060/6336, 13-34= 6102/6327, 13-14=-4086/4251 BOT CHORD 2-25= 443/574, 24-25=-422/537, 23-24=-5483/5382, 22-23=-7056/7167, 21-22=-10497/10415, 20-21= 10497/10415, 19-20— 12140/11901, 18-19=-10550/10351, 17-18=-10550/10351, 16-17=-7079l7062, 15-16=-5766/5571, 14-15=-321/281 WEBS 4-24=-1967/1835, 4-23=-1937/2087, 5-23=-89/307, 5-22=-4229/3934, 6-22=-2047/2093, 6-20=-1987/1838, 7-20=-896/834, 9-19= 912/832, 10-19— 1970/1893, 10-17=-2078/2081, 11-17=-4204/3984,12-16=-1539/1745,12-15=-1672/1540,13-15=-5694/5524, 3-25= 4512/4629, 3-24=-6232/6103 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-5-0 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. 3jUnbalanced 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Extedor(2)-0-0-13 to 4-3-3, interior(1) 4-3-3 to 9-0-0, Exterior(2) 9-0-0 to 42-5-9, Interior(1) 42-5-9 to 43-1-4; cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L;onunuea on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job cuss Truss Type city Ply Salgado Residence T10200268 74046 GRP HIP 1 L Job Reference (optional) Chambers truss, Fort Fierce, FL r.oau s Apr iv zu r o mi i eK in —cries, inc. vveu uan i r v-uo.vv cu i t raqu c I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-szPke 1 NjzP9RYy2_N3cAIXjZ21tgzOvlZkRtgOzwU e9 NOTES- 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=4413, 25=4840. 11) Girder carries hip end with 7-0-0 right side setback, 9-0-0 left side setback, and 7-0-0 end setback. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 890 lb down.and 574 lb up at 36-4-0, and 1144 lb down and 738 lb up at 9-0-0 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 In6rease=1.25 Uniform Loads (plf) Vert: 1-2=714, 2-5=-54, 5-11= 112(F=-58), 11-13= 54, 23-26— 20, 16-23= 42(F= 22), 14-16=-20 Concentrated Loads (lb) Vert: 23— 611(F) 16=-475(F) 0 WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job russ Truss Type Qty Ply Salgado Residence T70200269 74048 GRY COMMON 1 �f 2 Job Reference (optional) Chambers Truss, Foil Pierce, FL 1.0w s AP, i a ev i v mi i art mu—mea, mc. - v v. " ayo . I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-szPkel NjzP9RYy2_N3cAIXjeUlwezl 51ZkRtgOzwUe9 2-4-0 5-4-2 7-10-9 12-4-0 16-9-7 22-8-0 0- -2 2-4-0 3-0-2 ' 2-6-6 4-5-7 4-5-7 5-10-9 4x5 11 Offsets Scale = 1:37.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.13 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.30 11-13 >801 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1711-13 >999 240 Weight: 312lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc puffins, 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. 6-11,8-10: 2x4 SP M 30, 8-9: 2x8 SP240OF 2.OE, 3-14: 2x6 SP No.2 REACTIONS. (lb/size) 9=8040/0-8-0, 14=5920/0-8-0 Max Horz 14=69(LC 5) Max Uplift9=-4222(LC 5), 14=-3392(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1340/559, 3-17= 1510/619, 4-17=-1498/627, 4-5=-10455/5404, 5-18=-9454/4939, 6-18=-9422/4949, 6-19_ 9422/4972, 7-19=-9451/4959, 7-20=-11557/6046, 8-20=-11630/6036, 8-9= 5781/3112 BOT CHORD 2-14=-551/1313, 13-14= 4060/7991, 13-21=-4900/9651, 12-21— 4900/9651, 12-22=-4900/9651, 11-22= 4900/9651, 11-23=-5474/10668, 23-24=-5474/10668, 10-24=-5474/10668, 10-25=-1611/3022, 25-26=-1611/3022, 9-26=-1611/3022 WEBS 4-13— 1069/2113, 5-13=-478/879, 5-11= 1213/669, 6-11= 3538/6973, 7-11= 2599/1382, 7-10= 1143/2246, 8-10= 3935/7732, 3-14=-501/421, 4-14=-8179/4377 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 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 root live loads have been considered for this design. 41Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 12-4-0, Exterior(2) 12-4-0 to 15-4-0; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. 77 ` This truss has been designed for a live load of 20.Opsf on the bottom chord in 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) 9=4222, 14=3392. 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) 3182 lb down and 1637 lb up at 9-1-8, 1520 lb down and 722 lb up at 11-0-12, 1520 lb down and 755 lb up at 13-0-12, 1520 lb down and 780 lb up at 15-0-12, 1525 lb down -and 795 lb up at 17-0-12, and 1527 lb down and 789 lb up at 19-0-12, and 1615 lb down and 786 lb up at 21-0-12 on bottom Conti irW9.OA%%d@4gn/selection of such connection device(s) is the responsibility of others 0 WARNING -Verify destgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 reV. 1010312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty ply Salgado Residence T10200269 74048 GAY COMMON t 2 Job Reference (optional) Chambers Truss, Fort Harce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-6= 54, 6-8=54, 2-9=-20 Concentrated Loads (lb) Vert: 10=-1520 21=-3182(B) 22— 1520(B) 23=-1520 24=-1520 25= 1520 26=-1520 ID:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-szPkel NjzP9RYy2_N3cA1XjeUlwezl51ZkRtgOzwU e9 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. f0/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Salgado Residence T10200270 74048 GRZ COMMON 1 2 Job Reference (optional) Chambers I CUSS, I'on 1-18tCe, I-L i —v a nP. „y.. . I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-K9z6rNOLjj H IA6dAxm7PHkGoA9GKiV WvnOBQNSzwUe8 6-0-4 10-4-0 14-7-12 20-8-0 6.0-4 4-3-12 4-3-12 6-0-4 12x 4x4 = 7x8 = """ ""'" 6x8 = 7x8 = Scale = 1:36.4 Plate Offsets (X,Y)-- (1:Edge 0-11-81 (5:Edge 0-11-81 (7:0-3-8 0-4-81 f8:0-4-0 0-4-41 f10:0-3-8 0-4-81 LOADING (psf) SPACING-- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.11 7-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.24 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.82 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) . Wind(LL) 0.15 7-8 >999 240 Weight: 266 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, 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. . 1-1 1,5-6:2x6 SP No.2, 1-10,5-7: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=5329/0-8-0, 6=3697/0-8-0 Max Upliftl -1 =-3182(LC 4), 6=-2248(LC 5) Max Grav 11 =5731 (LC 19), 6=3973(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-8132/4430, 2-12=-8077/4439, 2-13=-6285/3522, 3-13=-6249/3534, 3-14=-6249/3535, 4-14=-6286/3522, 4-15=-7206/4040, 5-15=-7260/4031, 1-11= 4177/2366, 5-6= 3898/2255 BOT CHORD 11-16=-1026/1773, 16-17= 1026/1773, 10-17=-1026/1773, 10-18=-3996/7426, 9-18=-3996f7426, 9-19=-3996f7426, 19-20=-3996/7426, 8-20=-3996/7426, 8-21= 3628/6622, 21-22= 3628/6622, 7-22=-3628/6622, 6-7=-372/590 WEBS 3-8=-2460/4522, 4-8= 1166/764, 4-7= 516/875, 2-8-2178/1228, 2-10=-975/1726, 1-10— 3046/5718, 5-7=-3335/6101 NOTES- 1) 2-ply truss to be connected together with I Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 31 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 10-4-0, Exterior(2) 10-4-0 to 13-4-0; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 16.0 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 I fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=3182, 6=2248. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1954 lb down and 1099 lb up at 2-4-12, 819 lb down and 439 lb up at 4-4-12, 820 lb down and 415 lb up at 6-4-12, 821 lb down and 408 lb up at 8-4-12, 820 lb down and 415 lb up at 9-7-4, and 820 lb down and 446 lb up at 11-7-4, and 2053 lb down and 1171 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on Daae 2 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabticatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty 'Ply Salgado Residence T10200270 74046 GRZ COMMON 1 n G Job Reference (optional) unamoers i russ, ron rierce, rL I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-Kgz6rNOLjj H IA6dAxm7PHkGoA9GKiV WvnOBQNSzwUeB LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 6-11=-20 Concentrated Loads (lb) Vert: 16= 1648(F) 17=-819(F) 18— 820(F) 19=-821(F) 20= 820(F) 21— 820(F) 22=-1783(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatfon. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city ' Ply Salgado Residence T10200271 74048 J1 JACK 22 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 21 3-0-0 l.64U S Apr 18 zuib MI I eK indusrrles, Inc. V7ea Jan i i 09:06AS 20I r rage I I D: mCggpfH 1 GZI63VXB_LZnU7y78tQ-K9z6rNOLjj HIA6dAxm7PHkGrOg FKifnvnOBQNSzwUe8 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) -0.00 6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-109/Mechanical, 5=-130/Mechanical, 6=452/0-8-0 Max Harz 6=138(LC 4) Max Uplift4=-111(LC 9), 5= 130(LC 1), 6=-1128(LC 4) Max Grav4=257(LC 4), 5=339(LC 4), 6=480(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb.) or less except when shown. WEBS 3-6-270/553 Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2); cantilever left 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 20.0psf 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 (jt=lb) 4=111, 5=130, 6=1128. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev, 10103,2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k' prevent Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ° Ply Salgado Residence T10200272 74046 J3 JACK 22 1 Job Reference (optional) Chambers Truss,. Fort Pierce, FL 7.690 s Apr ro ev io mi i ek industries, inc. vieci „a„ 1 age I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-oMXV3jP_UOPgnGCMU UeegxoOSYeAR6W 202w_vvzwU e7 0 -2 5-0-0 0 -2 5-0.0 21 2x3 II Scale = 1:15,1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0.00 5-6 >999 240 BCLL ' 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.`02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) . Wind(LL) -0.01 5-6 >999 240 Weight: 17lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=40/Mechanical, 5=4/Mechanical, 6=317/0-8-0 Max Horz 6=221(LC 5) Max Up11ft4= 105(LC 5), 6=-656(LC 4) Max Grav4=71(LC 9), 5=51(LC 4), 6=353(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 •(Ib) or less except when shown. WEBS 3-6=-259/448 BRACING - TOP CHORD' Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft Cat. 11; Exp C; Encl., GCpl=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 4-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 4=105, 6=656. 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 M1I--7473 rev. 10/0X2015 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 vedty, 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. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcattom storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312 Mexandda, VA 22314. - Tampa, FL 33610 Job Truss Truss Type oty Ply Salgado Residence T1020D273 74048 J5 JACK 34 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7-0-0 I r.wru ­pr i a w io ou,. , , aga , I D: mCggpf H 1 GZI B3VXB_LZnU7y78t0-oMXV3j P_UOP9nGCM UUeegxo3LYf_R62202w_vvzwUe7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Verl(LL) -0.01 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Verl(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.01 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=97/Mechanical, 5=35/Mechanical, 6=378/0-8-0 Max Horz 6=269(LC 5) Max Uplift4=-221(LC 5), 6= 627(LC 4) Max Grav4=146(LC 9), 5=71(LC 3), 6=427(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 316/119 BOT CHORD 2-6= 112/269 WEBS 3-6=-363/549 Scale = 1:20.3 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 6-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=221, 6=627. 6) "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 MITEKREFERANCE PAGE MIJ-7473 rev. 10I03)2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitufe, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200274 74048 J5A JACK 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 4 4x5 = 7.640 s Apr 19 Lui6 MI i aK industries, inc. wea Jan 11 uv:u6:46 zul / rage 1 ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-oMXV3jP_UOP9nGCMUUeegxozgYYWR8b202w vvzwUe7 5-0-0 5-0-0 Scale = 1:19.4 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) -0.02 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.07 3-4 >849 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.07 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.05 3-4 >999 240 Weight: 17lb FT=20%6 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, 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) 4=174/0-8-0, 2=1 2 1 /Mechanical, 3=53/Mechanical Max Horz4=217(LC 5) Max Upl1ft4=-150(LC 4), 2= 295(LC 5). 3= 32(LC 5) Max Grav4=200(LC 9), 2=185(LC 9), 3=87(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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-10-4; 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) 4=150 , 2=295. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information ovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty, Ply Salgado Residence �87 T10200275 74048 J7 JACK 1 Job Reference optional) Chambers Truss, Fort Pierce, FIL 7.640 s Apr 19 20i6 Mi i ek mausuies, inc. visa dun ,1 ve.o .v 1 do, rage , ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-GY5tG2QcFKXOPQnZ2BgtN9LASywBAZuBFigXRLzwUe6 0- -2 2-4-0 4-8-2 9-0.0 0- -2 2-4-0 2-4-2 4-3-14 Scale: 1/2"_V I 2-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.17 5-6 >467 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz( L) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 5-6 >999 240 Weight: 29lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=145/Mechanical, 5=57/Mechanical, 6=456/0-8-0 Max Horz6=304(LC 5) Max Uplift4= 290(LC 5), 6=-631(LC 4) Max Grav4=208(LC 9), 5=107(LC 3), 6=514(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 382/156 BOT CHORD 2-6=-135/304 WEBS 3-6=-484/635 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 8-10-4; cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 4=290, 6=631. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vertly design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE Mll--7473 rev. 101032015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job I Truss Truss Type Qty Ply Salgado Residence T10200276 74048 J7A JACK 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 5x8 MT18HS I I 7.640 S Apr 18 2016 MI I ek Industries, inc. Wed Jan 11 09:06:47 201i 7 Page 1 ID:mCggpfH1GZ1B3VXB_LZnU7y78tQ-GY5tG2QcFKXOPQnZ2B9tN9L7PyzLAbrBFgXRLzwUe6 Scale: 1/2"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.08 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.22 3-4 >370 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.13 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.15 3-4 >537 240 Weight: 23lb 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 M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=248/0-8-0, 2=168/Mechanical, 3=80/Mechanical Max Horz 4=260(LC 5) Max Uplift4— 197(LC 4), 2— 356(LC 5), 3=-37(LC 5) Max Grav4=285(LC 9), 2=247(LC 9), 3=126(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-245/270 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-10-4; Lumber DOL=1.60 plate grip DOL=1,.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 4=197 , 2=356. 7) "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 MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, .and 'Is for an Individual building component, not a truss system. Before use, the building designer must vetify 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 MiTe 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Salgado Residence T10200277 74048 Ju JACK 22 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL "*' p� Z1c..a a„ ID:mCggpfHiGZIB3VXB_LZnU78t�0«<wP"fil6b9Toa,n0EEvLPIn4igdKnnNVHc k4zXI 0- -2 1-0-0 0- -2 1-0-0 Scale =1:6.5 2 1 3x4 = PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight: 3 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=74/Mechanical Max Horz 3=-165(LC 4), 4=212(LC 4) Max Uplift 4— 199(LC 4) Max Grav 4=81(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE 111II-7473 rev. 1011=015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence T10200278 74048 KJ5 MONO TRUSS 1 1 Job Reference (optional) Chambers l russ, port Fierce, YL r—, a np 1 c av ry n,n—,,,vv..,,,ee, ,­. ..vv...1. , , I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-kkfFUOREOeftl aMlcvg6vMuN I MK_y?MLUM P5znzwUe5 3-2-14 5-2-9 5-8-3 9-10-1 0- -3 3-2-14 1-11-11 0-5-10 4-1-14 3x4 = 2x3 11 Scale = 1:20.0 2-9-3 0-5-11 2-5-5 4-1-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.04 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) -0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=87/Mechanical, 8=246/0-11-5, 6=-30/Mechanical Max Horz 8=352(LC 4) Max Uplifts= 164(LC 4), 8=-1036(LC 4), 6=-80(LC 9) Max Grav5=118(LC 18), 8=939(LC 16), 6=293(LC 14) , FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 897/313, 3-12=-889/346, 4-12=-715/253 BOT CHORD 2-14=-311/956, 8-14=-311/956, 8-15= 246/604, 7-15=-246/604, 7-16_ 246/604, 6-16= 246/604 WEBS 3-8= 469/523, 4-7=-156/269, 4-6=-661/269 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fh Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3)-0-0-11 to 4-2-4, Exterior(2) 4-2-4 to 9-8-5; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=164 ,8=1036. 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) 303 lb down and 195 lb up at 4-4-0, 303 lb down and 195 lb up at 4-4-0, and 173 lb down and 142 lb up at 7-1-15, and 173 lb down and 142 lb up at 7-1-15 on top chord, and 173 lb down and 81 lb up at 1-6-1, 173 lb down and 81 lb up at 1-6-1, 221 lb down and 159 lb up at 4-4-0, 221 lb down and 159 lb up at 4-4-0, and 38 lb down and 28 lb up at 7-1-15, and 38 lb down and 28 lb 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 t) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-14, 2-5= 54, 6-9=-20 Concentrated Loads (lb) Vert: 12=141(F=70, B=70) 13=72(F=36, B=36) 14=-24(F=-12, B=-12) 15=181(F=90, B=50) 16=44(F=22, B=22) . ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T1020o279 74048 KJ7 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. W ad Jan 11 09:06:48 2017 Pagel I D:mCggpfH 1 GZI B3VXB_LZnU7y78t0-kkf FUOREOeft1 aMlcvg6vMuLOMJjv?KLUMP5znzwUe5 3-2-14 4-8-8 8-11-1 12-8.0 0- -3 3-2-14 1-5-11 4-2-8 3-8-15 1:22.8 9 2X3 11 3X4 = 6 2X3 11 2-93 ,3-2-14 7-9-11 8-11-1 12-3-0 12-8-q 2-9-3 0-5-11 4-6-13 1-1-6 3-3-15 0-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.11 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.09 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.24 Horz(TL) -0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 49lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=112/Mechanical, 6=167/Mechanical, 9=289/0-11-5 Max Horz9=409(LC 4) Max Uplift5= 165(LC 4), 6=-238(LC 5), 9= 1052(LC 4) Max Grav5=112(LC 1), 6=368(LC 16), 9=1074(LC 16) BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-876/420, 3-13=-890/478, 13-14= 723/414, 4-14= 624/343 BOT CHORD 2-16=-442/928, 9-16= 442/928, 9-17— 321/519, 17-18=-321/519, 8-18=-321/519, 8- 1 9=-321/519, 7-19= 321/519 WEBS 4-8=-46/307, 4-7=-665/411, 3-9= 551/599 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Comer(3)-0-0-11 to 4-2-4, Exterior(2) 4-2-4 to 12-6-4; cantilever left 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 tali 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) 5=165, 6=23819=1052. 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) 293 lb down and 192 lb up at 4-4-0, 293 lb down and 192 lb up at 4-4-0, 164 lb down and 138 lb up at 7-1-15, 164 lb down and 138 lb up at 7-1-15, and 208 Ib down and 216 lb up at 9-11-14, and 208lb down and 216lb up at 9-11-14 on top chord, and 159 lb down and 83lb up at 1-6-1, 159 lb down and 83 lb up at 1-6-1, 221 lb down and 159 lb up at 4-4-0, 221 lb down and 159 lb up at 4-4-0, 38 lb down and 28 lb up at 7-1-15, 38 lb down and 28 lb up at 7-1-15, and 37 lb down and 18 lb up at 9-11-14, and 37 lb down and 18 lb up at 9-11-14 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: 1-2= 14, 2-5=-54, 6-10= 20 conunuea on page 2 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200279 74048 KJ7 MONO TRUSS 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Apr 19 ZU16 Mil eK Inausures, Inc. W ea Jan 11 09:UbAt; LUI f Page 2 I D:mCggpfH 1 GZI63VXB_LZnU7y78tQ-kkfFUOREOeft 1 aMlcvg6vMuLOMJjv?KLUMP5znzwUe5 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=141(F=70, B=70) 14=72(F=36, B=36) 15= 40(F=-20, B— 20) 16=-24(F= 12, B=-12) 17=181(F=90, B=90) 18=44(F=22, B=22) 19=-14(F=-7, B=-7) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general"guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Salgado Residence T10200280 74048 MHV6 VALLEY �Qty 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.bau s Apr i a 2016 Mi i ex industries, inc. Wad dan i i 0e.06a0 2017 Puge ID:mCggpfHiGZIB3VXB_LZnU7y78tQ-g7m?v4SUYFvaGtV7jKja_nzdfA?NNyaexguB2gzwUe3 5-1-8 _ i 5-11-0 i 5-1-8 0-9-8 3x6 = 3x4 i 3x4 11 3x4 = Scale = 1:15.5 5-11-0 Plate Offsets (X,Y)-- f2:0-3-0 0-2-41 (3:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix) . Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=187/6-0-0, 4=187/6-0-0 Max Horz 1=181(LC 5) Max Upliftl=-202(LC 4), 4=-280(LC 5) Max Grav1=228(LC 9), 4=244(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 175/272 Structural wood sheathing directly applied or 5-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vaed=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-1-8, Exterior(2) 5-1-8 to 5-9-4; 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 20.0psf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 1 and 280 lb uplift at joint 4. 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 MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is aways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabdcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA22314. Job Truss Truss Type city Ply Salgado Residence T70200281 74048 MHV8 VALLEY 1 f Job Reference (optional) �.namuais uusn, run nnwe, r�.._.__..r.._..._... 0__.. .. __.______ I D:mCggpfH 1 GZIB3VXB_LZnU7y78tci-g__._.7.m?v4SUY...___..._F_va, ...G_tiKja_nzicAMNwaexguB2gzwUe3 5-1.8 i _ 7-11-0 5-1-8 2-9-8 3X4 6 2x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a n/a 999 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 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=98/8-0-0, 5=120/8-0-0, 6=303/8-0-0 Max Horz 1=175(LC 4) Max Upliftl=-77(LC 4), 5=-156(LC 5), 6=-408(LC 5) Max Gravl=108(LC 9), 5=136(LC 9), 6=386(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-297/431 Scale: 3/4°=1' 3X4 II 4 5 3X4 11 PLATES GRIP MT20 244/190 Weight: 27lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 5-1-8, Exterlor(2) 5-1-8 to 7-9-4; 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 77 lb uplift at joint 1, 156 lb uplift at joint 5 and 408 lb uplift at joint 6. 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 MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITOG connectors. This design is Lased only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek7 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200282 74048 MHV10 GABLE 1 1 Job Reference (optional) cnamoers i russ, ran rrerce, rL r.ovu s np rayo I D:mCggpfHi GZIB3VXB_LZnU7y7BtQ-CwDdhkRsnxnkekxxAcCLSaQT9mgdeTAUi09eW DzwUe4 9-11-0 4-9-8 Scale= 1:18.7 3x6 = 3x6 I 3X4 I I 2 3 9 10 4 6 5 3X4 i 2x3 II 3X4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 34lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=164/10-0-0, 5=96/10-0-0, 6=410/10-0-0 Max Horz 1=163(LC 5) Max Upliftl=-149(LC 4), 5=-107(LC 5), 6=-453(LC 5) Max Grav1=19d(LC 9), 5=117(LC 12), 6=495(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-370/467 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-1-8, Extedor(2) 5-1-8 to 8-1-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 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) except Qt=lb) 1=149, 5=107, 6=453. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Salgado Residence T10200283 74046 MHV12 GABLE 1 1 Job Reference (optional) cnamoers i russ, ron rierce, rL i 5-1-8 r 5-1-8 5.00 12 8 7 1 3x4 3x6 = 3x6 I 2 3 6 2x3 I I 1-11-0 ID:mCggpfH1GZI63VXB_LZnU7y78tQ-CwDdhkRsnxnkekxxAcCLSa6S mzu 5Ui09eWDzwUe4 9 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.48 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 FBC2014/fPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=166/12-0-0, 5=187/12-0-0, 6=465/12-0-0 Max Horz 1=156(LC 5) Max Upliftl=-142(LC 4), 5=-182(LC 5), 6=-461(LC 4) Max Gravl=190(LC 9), 5=207(LC 9), 6=547(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-406/485 Scale = 1:20.1 3x4 I I 4 5 3x4 I I PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiffng directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-1-8, Exterior(2) 5-1-8 to 8-1-8; 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) except Qt=lb)1=142, 5=182, 6=461. 8) "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 MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence ' T10200264 74048 MHV14 GABLE 1 1 Job Reference (optional) cnamoers truss, ron Warta, r� 5-1-8 5-1-8 3x6 = 2x3 i �....r 2 3 I D: mCggpf H 1 GZI B3VXB_LZnU7y78tQ-g7m?v4SUYFvaGtV7jKja_nzflA4lNxkexguB2gzwUe3 13-11-0 8-9-8 2x3 11 11 - 4 12 Scale = 1:23.5 3x4 11 5 8 7 6 3x4 2x3 II 2x3 11 3x4 11 13-11-0 Plate Offsets (X,Y)-- f2:0-3-0 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 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 48 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 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 14-0-0. (lb) - Max Harz 1=150(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1= 138(LC 4), 6=-142(LC 5), 7=-186(LC 5), 8=-392(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=305(LC 12), 8=467(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=339/397 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-1-8, Exterior(2) 5-1-8 to 8-1-8; 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 138 lb uplift at joint 1, 142 lb uplift at joint 6, 186 lb uplift at joint 7 and 392 lb uplift at joint 8. 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 M1rEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T70200285 74048 MHVA ` GABLE 1 1 , Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-1-8 3x6 = 5.00 12 L.64u s Apr 1 `J 20 i 6 Mi I eK Industries, Inc. wed Jan 11 09.06.5 r 2017 - rage i ID:mCggpfHlGZ1B3VXB_LZnU7y78tQ-9JK06QT6JZ1Rul4KH1EpX?Wp1ZPQ60_nAKela6zwUe2 15-5-8 10-4-0 10 2x3 11 iE Scale = 1:26.1 3x4 II 3x4 5:� 8 7 6 2x3 I I 2x3 I 3x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) PLATES GRIP MT20 244/190 Weight: 51 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 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 15-6-8. (ib) - Max Horz 1=146(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 6=-172(LC 5), 7=-353(LC 4), 8= 349(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=521(LC 9), 8=417(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-395/398, 2-8=-316/375 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=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-12 to 3-6-8, Interior(1) 3-6-8 to 5-1-8, Exterior(2) 5-1-8 to 8-1-8; 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=172 , 7=353, 8=349. 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 THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design vaild for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N: Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T102074048 =ptional) MV2 VALLEY 4 1 Chambers Truss, Fort Pierce, FL 3x4 i 7.640 s Apr 19 2016 M7sk Industries, Inc. Wed Jan 11 09:06:51 2017 Page 1 ID:mCggpfHlGZ1B3VXB_LZnU7y78tQ-9JK06QT6JZ1Rul4KH1EpX?WxDZRQ6PgnAKela6zwUe2 2-0-0 s.00 Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 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) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=61(LC 4) Max Upliftl= 52(LC 4), 2=-81(LC 4) Max Grav1=57(LC 9), 2=51(LC 9), 3=25(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2. 7) "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 MITEKREFERANCE PAGE MIh7473 rev. f0/03=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 truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabilcation, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200287 74048 MV4 VALLEY 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 4-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jan 11 09:06:52 2017 Page 1 I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-dVumJmUk4sAl VBf W rkl24C20ozk6rs4xO_N 17YzwUe1 3x4 11 Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 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 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 13 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 Max Harz 1=151(LC 4) Max Upliftl= 127(LC 4), 3=-190(LC 4) Max Grav1=141(LC 9), 3=158(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); 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) except Qt=lb) 1=127, 3=190. 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 MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorrppgqrate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additiodal temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflorr, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T10200288 74048 MV6 VALLEY 2 1 =Ptional) unamDers iT ss, ron Warta,— 1.o1—P. is cv,v rvnien uwuaww,u,e. .. o.. omi ii va.vv—av �, �..eo. I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-dVumJmUk4sAIVBf W rk124C24?zl HrrHxO_N17YzwUel 3-0-0 13-" 3x4 11 Scale: 3/4°=1' 3 5 4 3x4 2x3 II 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 HOrz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=56/6-0-0, 4=84/6-0-0, 5=239/6-0-0 Max Horz 1=224(LC 5) Max Upliftl=-18(LC 4), 4= 136(LC 5), 5=-370(LC 5) Max Gravl=56(LC 1), 4=113(LC 9), 5=323(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-258/389 NOTES- 1) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) 0-8-1 P to 3-8-12, Interior(1) 3-8-12 to 5-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=136 , 5=370. 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 MTTEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe K• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing. of trusses and truss systems, 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 Jab Trus Truss Type Qty Ply Salgado Residence • T10200289 74048 MV8 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8-0-o 1,64u s Apr i a zui a Mu eK inausrnes, inc. wea dan i i us:uo:ae eur r rage r I D:mCggpf H 1 GZI B3VXB_LZnU7y78t0-dVumJmU k4sAl VBf W rk124C21 Bzjgrg2x0_N 17YzwUe 1 3x4 11 Scale = 1:20.3 5 4 3x4 2x3 I 3x4 II LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=85/8-0-0, 4=112/8-0-0, 5=331/8-0-0 Max Harz 1=264(LC 5) Max Uplift1=-37(LC 4), 4=-172(LC 5), 5= 412(LC 5) Max Gravt=85(LC 1), 4=147(LC 9), 5=435(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-261/111, 2-6= 252/113 WEBS 2-5=-346/439 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpl=0.18; C-C Exterior(2) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4; 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 nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift'at joint(s) 1 except Qt=lb) 4=172 , 5=412. 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 MI FEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE . Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply Salgado Residence T10200290 74048 P HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Wed Jan 11 09:06:53 2017 Page 1 I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-5iS8X6UNrA197LEiPSGHcQb5mNwra7y4de7sf?zwUeO 2-4-0 5-9-14 it-0-0 18-9-15 26.61 34-4-0 38-8-8 43-4-0 0--22-4-0 3-5-14 5-2-2 7-9-15 7-6-3 7-9-15 4-0-8 4-7.6 y2 m O 5x8 MT18HS = 5.00 F,2 3x4 = 3x4 5x8 MT18HS WB = 25 6 7 8 26 5x8 MT18HS= Scale = 1:75.4 19 18 17 16 15 74 13 12 3x5 = 6x8 = 3x4 = 3x6 = 3x10 = 3x4 = 3x6 = 26-6-1 3x4 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.89 BC 0.80 W B 0.79 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.24 15-16 >999 360 -0.60 15-16 >812 240 -0.16 12 n/a n/a 0.68 15-16 >725 240 PLATES MT20 MT18HS Weight: 230lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiftng directly applied or 2-2-0 oc bracing. 4-19,10-12: 2x4 SP M 30, 11-12,3-19: 2x6 SP No.2 WEBS 1 Row at midpt 5-16, 8-16, 9-15 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=1692/0-8-0, 12=1500/0-8-0 Max Horz 19=75(LC 5) Max Upliftl9= 2848(LC 4), 12=-2553(LC 5) Max Grav 19=1704(LC 9), 12=1506(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5— 2458/4181, 5-25=-3248/5559, 6-25=-3248/5559, 6-7=-3248/5559, 7-8=-3248/5559, 8-26=-3270/5605, 9-26=-3270/5605, 9-10=-2514/4287, 10-27=-219/539, 11-27=-243/532, 11-12=-220/386 BOT CHORD 18-19=-3068/1833, 17-18= 3686/2220, 16-17= 3686/2220, 15-16=-5340/3256, 14-15=-3755/2282, 13-14=-3755/2282, 12-13=-3436/2093 WEBS 4-18=-778/545, 5-16= 1938/1254, 6-16= 499/507, 8-15=-490/483, 9-15= 1841/1210, 9-13=-363/219, 10-13= 410/376, 4-19=-2476/3832, 10-12=-2298/3631 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=22ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2)-0-0-13 to 4-3-3, Interior(1) 4-3-3 to 11-0-0, Exterior(2) 11-0-0 to 40-5-9, Interior(1) 40-5-9 to 43-1-4; cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 61 * This truss has been designed for a live load of 20.Opsf on the bottom chord in 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) 19=2848, 12=2553. 8j "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 MII-7473 rev. 10103/2015 BEFORE USE ' Design valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Salgado Residence T10200291 74048 PBA PIGGYBACK 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Wed Jan 11 09:06:54 2017 Page 1 I D:mCggpfH 1 GZIB3VXB_LZnU7y78tQ-ZuOW kSV?cUQOIVpvygnW9d8FwnNgJkaDsIsPBRzwUe? 5-9-15 i _ 11-7-14 r 5-9-15 5-9-15 Scale = 1:19.5 4x5 = 1� 0 6 4x5 = 2x3 II 4x5 = 11-7-14 Plate Offsets () ,Y)-- f2'0-1-15 0-0-01 f4:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 11-7-14. (Ib) - Max Harz 1=1(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 1=-200(LC 9), 5=-200(LC 9), 2= 800(LC 4), 4=-800(LC 5), 6=-415(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 1=375(LC 5), 5=375(LC 4), 2=498(LC 9), 4=498(LC 9), 6=396(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-278/430 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-4-9 to 3-4-9, Exterior(2) 3-4-9 to 5-9-15, Corner(3) 5-9-15 to 8-9-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beating. 4) This truss has been designed for a 'l0.0 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 200 lb uplift at joint 1, 200 lb uplift at joint 5, 800 lb uplift at joint 2, 800 lb uplift at joint 4 and 415 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component. not �s ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing M!Tek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Salgado Residence T10200292 74046 PBB HIP PIGGYBACK 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3-11-15 7.640 s Apr 19 ZU76 MI I eK industries, Inc. wed Jan 11 09:06:54 2017 rage I I D:mCggpfH 1 GZI B3VXB_LZnU7y78tQ-ZuOW kSV?cUQOIVpvy9nW9d8MFnQGJIpDsisPBRZW Ue? 11-7-14 3-11-15 4x4 = 4x4 = 3 10 11 4 12 Scale = 1:19.8 _ 8 7 4x4 2x3 11 2x3 11 4x4 = 1 4-1-11 3-4-8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 11-7-14. (lb) - Max Horz 1=-1(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6 except 2= 433(LC 4), 5=-433(LC 5), 8=-364(LC 5), 7=-364(LC 4) Max Grav Ali reactions 250 lb or less at joint(s) 1, 6, 2, 5 except 8=278(LC 9), 7=278(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-208/381, 4-7=-208/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124rriph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-4-9 to 3-4-9, Exterior(2) 3-4-9 to 3-11-15, Comer(3) 3-11-15 to 10-7-3, Exterior(2) 10-7-3 to 11-3-6; cantilever left and right exposed ; 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, 6 except Qt=lb) 2=43315=433, 8=364, 7=364. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Salgado Residence T10200293 74048 PBC HIP PIGGYBACK 2 1 Job Reference (optional) unamuers I russ, r R rler.., rL 1-11-15 1-11-15 5x8 MT18HS 5.0o 12 4x5 = r.V4V J MPI Itl GV 10 IVIIItlR IIIVUJ'111tlJ, IIIV. VtlV Jall 1 I Utl.V V.J, GV I I ralJtl I ID:mCggpfH1GZIB3VXB_LZnU7y78tQ-14auynWdNnYtNfO5WtllhrgR1Bgv2DgN5yc%j Ue_ 3-7-15 11-7-14 I 7-8-0 1-11-15 Scale = 1:19.8 5x8 MT18HS-- 3 7 8 4 4x5 = 0 2-1-11 9-6-3 I 11-7-14 _ 2-1-11 7-4-8 2-1-11 Plate Offsets (X,Y)-- (3:0-4-1,0-2-21,14:0-4-1,0-2-21 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a n/a 999 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD SOT CHORD 2x4 SP M 30 SOT CHORD REACTIONS. (lb/size) 1=-61/11-7-14, 6=373/11-7-14, 2=497/11-7-14 Max Upliftl=-92(LC 3), 6=-589(LC 5), 2=-738(LC 4) Max Gravl=67(LC 4), 6=434(LC 9), 2=566(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1425/1975, 3-7=-1423/1984, 7-8=-1423/1984, 4-8= 1423/1984, 4-5=-1409/1979 SOT CHORD 2-5=-1879/1404 e Structural wood sheathing directly applied or 5-2-14 oc purlins. Rigid ceiling directly applied or 5-2-12 oc bracing., 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=22ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Corner(3) 0-4-9 to 4-11-15, Exterior(2) 4-11-15 to 9-7-15, Comer(3) 9-7-15 to 11-3-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=(b) 6=589 , 2=738. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of musses 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 Symbols PLATE LOCATION AND ORIENTATION 14 -13/4 Center plate on joint unless x, y offsets are indicated, Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I__ I For 4 x 2 orientation, locate plates 0-110 from outside edge of truss, This symbol indicates the required direction of slots in connector plates. " Plate location details available in Mirek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION ML In by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, ' Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected•W6od Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 c O U a- OO 1.1 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed l W. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. s 4 , s