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SCANNED OR BY i Te k �3't Lucie Coun Lumber desigh va.lUbs acre in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Carlton ith 8 ext garage 6904 Parke East Blvd. Site Information: Tam a�FL 33 0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 BedroortP Rear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/fP12007 Design Program: MiTek 20/20 7.6 4 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 _ T12151408 A 9/29/17 2 IT12151409 I Al 19/29/17 13 I T12151410 I A2 19/29/17 I 14 I T12151411 I A3 19/29/17 I 15 I T12151412 I A4 19/29/17 I 6 T12151413 A5 9/29/17 17 I T12151414 ATA 19/29/17 18 I T12151415 I B 19/29/17 19 I T12151416 I BHA 19/29/17 I 110 I T12151417 I GRA 19/29/17 I �11�T121514181J 1�9/29/17�1�9/29/177 112 I T12151419 I J3 _ ' j 9/29/17 13 I T12151420 I J5 9/29/17 14 I T12151421 I J7 19/29/17 115 I T12151422 I KJ7 19/29/17 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 My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the .designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 00 0 9380 ST TE OF 4 '. :�. ♦ .....• % S,' N A1-1� 0 1111111 Thomas A. A NN PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 29,2017 Albani, Thomas 1 of I Job Truss Truss Type Qty Ply7Job Carlion ith 8 ext garage T12151406 M11392 A HIP t Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Inauslnes, Inc. Fri Sep 29 09:54:47 2017 rage 1 ID: kfiGCA6bxTj2Sy1 HDXFw7ye3KX-eMn24rwiIJ2MXlicnckyfu_rxnliZOdPRb6h41yYptM 0.0-0 6-10-14 9.0.0 14.11-0 20-2.13 26.0-0 21 1-2 35.0.0 36.0.0 1=0-0 6-10-14 2.1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 '1-0-0 Scale = 1:61.9 1 M 6 4.0012 US = 2x3 11 3x6 = 2x3 11 2x3 \\ 4 24 b 6 7 25 4x8 = 2x3 // 17 16 15 14 13 .12 3x4 = 3x4 3x4 = 3x4 = 3x5 = 3xG = 4x6 = 3x6 = r 9-0-0 14-11-0 20-2-13 r 26-" 35-0-0 9-0.0 5-11 0 I -- 53-13 --^T— 5-9-3 9-0-0 Plate Offsets (XY)-- f2'0-2-8 Edge) (4.0-5-4 0-2-01 (8:0-5-4 0-2-01 (10:0-1-6 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 • >262 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0, 15=575/0-8-0, 10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8), 15=-333(LC 8), 10=-685(LC 8) Max Grav2=1 01 5(LC 1), 15=596(LC 17), 10=1114(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2097/1237, 3-4-1856/1112, 4-24= 2176/1325, 5-24= 2176/1325, 5-6=-2176/1325, 6-7=-2176/1325, 7-25= 2176/1325, 8-25=-2176/1325, 8-9— 2172/1285, 9-10=-2353/1375 BOT CHORD 2-17= 1062/1941, 16-17=-865/173B, 15-16— 865/1738, 14-15= 1124/2176, 13-14-1046/2067, 12-13-1046/2067, 10-12=-1188/2175 WEBS 3-17= 302/283, 4-17=-112/324, 4-15= 292/681, 5-15=-498/392, 8-12=-142/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail 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 100lb uplift atjoint(s) except gt=lb) 2=631, 15=333, 10=685. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 1010372015 BEFORE USE. Design valid for use only with MilekG connectors. This design is based only upon paramelers shown, and Is for an IndiNdual building component, not a truss system. Before ire, the building designer must verify the applicability of design parameters arxt 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 broeing MOW is always required for stability and to prevent collapse with possible personal 61Jury and property damage. For general guidance regarding the fabilcatlon, storage, delivery- erectlon and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Bugling 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 uss Truss Type Qiy _ ly 7t Carkon th B ext garage 712151409 M11392 ]Arl SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54A8 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5W?XBcelLsZgFrFclyYptL r1-0-Q 8-6-0 it-0.0 14.9-0 1__1; 4 24-0-0 27-4-7 35-0-0 $6.0•Q 1-0-0 8-60 2.F1 3-9-0 4-11-14 4-02 3-4.7 7-7-9 1 0 0 Scale = 1:62.9 4.00 F12— -5x6 = 2x3 11 3x4 = 5x6 5 = 2y8 \\ 4 20 6 21 7 - - 13 12 3x8 = 3x5 = 5x8 MT18HS= 3x12 = 2.00 f 2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (]or-) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.89 Vert(TL)-1.5111-12 >279 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.77 Horz(TL) 0.42 9 n/a n1a BCDL 10.0 Code FB02014/TP12007 (Matrix-M) Weight: 155lb FI-=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 9=1332/0-8-0 Max Horz 2=-117(LC 6) Max Uplift2= 834(LC 8), 9=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2989/1742, 3-4=-2796/1682, 4-20= 2916/1774, 5-20=-2916/1774, 5-6= 2916/1774, 6-21=-4530/2576, 7-21=4530/2576, 7-8= 5193/2889, 8-9= 5612/3215 BOT CHORD 2-13=-1521/2769, 12-13=-130112515, 11-12=-2065/3799, 9-11=-2968/5344, WEBS 3-13= 3171323, 4-13= 238/414, 4-12=-330/649, 5-12= 262/236, 6-12= 1031/619, 6-11� 332/886, 7-11_ 763/1479, 8-11=-395/407 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=815. 9) "Semi -rigid pitchbreaks including heels" Member end ftxtty model was used in the analysis and design of this truss. .® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekV conneclors. This design Is based only upon parameters shown, and Is for an Individual Wilding component, not a trM 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 IYC�IW 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 TIIrruss Truss Type Qty Ply 71 CarNon ilh 8 exl garage 7y2151410 M11392 JA2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:48 2017 Page i ID:_ktiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WzKBb?IKkZgFrFclyYptL r1-0-Q 8-6.0 13-0.0 , 14-9-0 22-0-0 27-4-7 35-0-0 36-0-0 1.0 0 B-6-0 4.6-0 1-9.0 7 3-0 5-4-7 7.7-9 -0 0 Scale = 1:62.9 5x6 = 3x4 = 5x6 = 4.00 F12 4 20 5 21 6 12 3x4 = 5x8 = 3x12 4x5 = 2.00 12 10-0-0 14-9.0 22-0-0 24-6-8 35-0-0 i--------- �10-" -r-- 9---�,_�. 7-3-0 2-6-8 .._� 10-s-8 Plate Offsets (X,Y)-- f2:0-2-14,Edge), (8:0-1-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz 2=136(LC 7) Max Upljft2— 834(LC 8), 8=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3004/1748, 3-4= 2812/1694, 4-20= 2493/1570, 5-20=-2493/1570, 5-21= 3293/1951, 6-21= 3293/1951, 6-7= 5114/2850, 7-8=-5625/3250 BOT CHORD 2-13— 1527/2783, 12-13=-1183/2322, 11-12= 1314/2540, 10-11= 1708/3355, B-10= 3001/5355 WEBS 3-13= 346/350, 4-13— 308/539, 4-12=296/568, 5-12=-767/515, 5-11=-418/924, 6-11=-392/253,6-10=-1159/2216,7-10=-495/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; , Exp C; Encl., GCp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 2=834, 8=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE.PAGE MIh7473 rev, 10/03/2015 BEFORE USE. Design vaild for use only with MITekE1 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a lnrsc system. Before use, the building designer must verity the applicability of design parameters and property incotporale this design Into the overall buliding design. Bracing Indicated Is toprevenf buckling of individual truss wet) and/or chord members only. Additional temporary and permanent bracing �;���' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPII 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 runs ype QtyPly 71 Carlton ilh 8 ext garage M11392 A3 SPECIAL 1-7 1 ?12151411 Job Reference o tiottal Chambers Truss, Fort Pierce. FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:50 2017 Page 1 ID:_kfiGCAGbx7j2Syl HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYpL 1-0- 8-6-0 15-0-0 20.0.0 24-6-8 27-4-7 3a-u-u o-�- -0- 8-6.0 6.6-0 5.0.0 4-6-8 2.9-15 7-7-9 -0.0 Scale: 3116"=1' �1 0 3x6 = 4.00 12 5x6 = 14 13 2x3 II 5x6 = 04 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ver1(TL) -1.18 11-20 >357 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 3x12 ZZ PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (Ib/size) 2=1364/0-8-0, 9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2— 834(LC 8), 9=-816(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3052/1733, 3-4=-2934/1743, 4-5=-2349/1415, 5-6_ 2610/1602, 6-7=-2757/1637, 7-8— 5200/2923, 8-9= 5590/3202 BOT CHORD 2-14=-1525/2830, 13-14=-1525/2830, 12-13— 1091/2205, 11-12=-2608/4988, 9-11=-2954/5319 WEBS 4-14=0/283, 4-13= 746/496, 5-12— 262/657, 6-12= 285/598,, 7-12=-2676/1489, 7-11= 956/1895,8-11=-377/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=834, 9=816. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - verily design pan. merers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MlrekV connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before rise, the building designer must verify the applicability of design paromeleis and properly Incorporate this design Info the overall building design. Bracing Indicated Is to provent buckling of Individual truss web and/or chord members only. Additional lemporafy 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 In=systems, seeANSUTPii Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifule, 218 N. lee Street, Suite 312, Alexandria. VA 223)4, Tampa, FL 33610 T cuss Q�ty Ply 71 Carlton ith 8 ext garage ��Job T12151412 7ob--' 4 PrC L SPECIAL L' Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI I ek Industries, Inc. Fri Sep 29 09:54:51 2u1 r rage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPevVii?MD4vD3yYptl 1-0- 8.6-0 14-9-0 17.0-0 8-0-0 24-6-8 27.4-1 35-0.0 6-0- -0- 8-6-0 6-3-0 2-3-0 1.0.0� fi-6-8 2-9.15 7-7-9 -0-0 Scale: 3/16"_-V 4.00 12 5x6 = 44 = 2x3 II 6 7 16 15 4x8 = 3x6 = 2x3 II Sx8 = _ 3x12 = 2.00 r12 Plate Offsets (X Y)-- 12:0-0-10 Edgel f9:0-3-0 Edge) 11'1:0.1-15 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 172lb . FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmicipt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-B-0 Max Horz2= 175(LC 6) Max Uplift2=-834(LC 8). 11=-815(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3042/1732, 3-4=-2359/1412, 4-5=-2303/1426, 5-6=-2334/1509, 6-7=-2154/1376, 7-8=-2314/1391, 8-9— 5195/2958, 9-10=5237/2955, 10-11= 5582/3192 BOT CHORD 2-16= 151312819, 15-16= 1513/2819, 14-15=-991/2102, 13-14= 2654/5036, 11-13= 2944/5310 WEBS 3-16=0/288, 3-15= 724/464, 5-15=-272/266, 7-14=-136/409, 6-14=-292/605, 6-15— 293/403, 8-14=-3088/1750, 8-13= 937/1901, 10-13= 330/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=834, 11=815. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARMING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI--7473 rev. 10103,2015 BEFORE USE. , Design valid for use only W lh MllekO 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 miss web and/or chord members only. AddBional temporary and permanent bracing p�r ,l MiTek' 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, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 21814. Lee Sireel, Suite 312. Alexandria. VA22314. Tampa, FL 33610 Truss Truss Type Qty P y 8 ext garageT12151413 Fb �AS SPECIAL 16 T71arkoneh Reference (optional) d I F S 29 09 54 52 2017 P 1 Chambers Truss, Fort Pierce. FL Aug1 i .. k I u a rr ep ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEB08bipSIWyYptH (� 8 6 0 14.9.0 17-6.0 24-6.8 27.4-7 35-0-0 �6.0-0 11_10 8-6-0 6-3.0 2-9-0 7-0-8 2.9.15 7-7-9 1.0.0 3x6 = 4.00 12 5xB II 14 13 2x3 II Sx10 = 2.00 12 Scale = 1:61.8 3x12 = Im LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.61 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) Weight: 159 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 'Except" 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` 6-12: 2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0, 10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8), 10=-815(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/1734, 3-4=2371/1407, 4-5_ 2314/1421, 5-6=-2329/1492, 6-7= 5329/3094, 7-8_ 5231/2969, 8-9= 5273/2968, 9-10_ 5598/3190 BOT CHORD 2-14= 1515/2812, 13-14= 1515/2812, 13-21=-997/2050, 21-22= 993/2058, 12-22=-989/2072, 10-12= 2942/5328 WEBS 3-14=01256, 3-13— 704/472, 6-13=-235/512, 6-12— 1924/3461, 7-12=-327/336, 9-12=308/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 10 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb Uplift at joint(s) except at=lb) 2=834, 10=815. 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 MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE Design valid for use only with Miiekm connectors. Thlsdeslgn Is based only upon parameters shown, and Is for an Individual building component, not a Ir s syste m. Before use. the building designer must verify the applicability of design parameters and property incorporate this dostgn into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membets only. Addlllonal temporary and permanent bracing 1►A MiY ek' Is always required for slatAlty and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Pad<e 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 �oty ly 71 Carlton ith 8 ext garage T1215i414 Mf 1392 ATA COMMON&AD 5 1 Job Reference (optional) ,. A,,,, t a oat 7 MiTek industrioc Inr Fri Ran 9A nA'54'53 2017 Pace 1 Chambers Truss, Fort Pierce, FL o....n-•••••••-•••••••__...__,..._.... ____- I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TV8KKV?Tt9oW FyAm7tgMu9DvDCO Dzgcl gXZOlyyYptG q 8-4-0 12-11-0 17.6-0 22-1-0 26.8-0 _ 35-0-0 y36.0-0 1-0-0 8-4-0 4-7.0 4-7.0 4-7-0 4-7 n 8-4-0 1 0 0 Scale = 1:60.8 4.00 f 12 4x4 = 1 N 6 17 -- 1b — 4x5 2x3 11 4xG = 3x8 = 2x3 11 = 4x5 = 3x8 = 4x6 = LOADING (pst) 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 0.38 BC 0.55 WB 0.48 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) 0.29 14-15 >999 240 Vert(TL) -0.76 14-15 >550 180 Horz(TL) 0.15 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing: 14-15. REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-775(LC 8), 10=-775(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3164/1575, 3-4= 2677/1331, 4-5= 2606/1342, 5-24=-2680/1409, 6-24=-2629/1432, 6-25=-2629/1432, 7-25=-2680/1409, 7-8=-2606/1342, 8-9=-2677/1331, 9-10= 3164/1575 BOT CHORD 2-17=-1366/2936, 16-17=-1366/2936, 15-16=-1366/2936, 15-26=-745/1961, 26-27=-745/1961, 14-27= 745/1961, 13-14=-1366/2936, 12-13=-1366/2936, 10-12=-1366/2936 WEBS 6-14=-459/928, 7-14= 264/197, 9-14= 531/397, 6-15� 459/928, 5-15=-264/197, 3-15=-531/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psi; BCDL=3.Opsf; h=15fl; B=70ft; L=35ft; eave--ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); LUmber•DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6.0 from left end, supported at two points, 5-" apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775,' 10=775. 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 MITEK REFERANCE PAGE MN-7473 rev, f 0/0312015 BEFORE USE Design valid for use only with MIIekB connectors, fits design is based only upon parameters shown. and Is for an Individual building component, not a trrrss system. Before rue, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANS1/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insillule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 russ Truss ype Qty Ply 71 Coriton lh B ext garage T T12151415 M11392 I B I COMMON 2 1 1 Job Reference (optional) chambers Truss, Fort Pierce. FL 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Se ID:_kfiGGA6bx7j2Sy1 HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMb 0- 8-3-5 14.0.0 17-6.0 21-0-0 26-8-11 35-0-C 11--.0 8-3-5 5-8.11 3-6-0 3-6-0 5-8-11 8-3-5 �l 0 4.00 12 3x6 = 6 17 1b w — 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = Scale = 1:60.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TC 0.26 Vert(LL) -0.11 14-15 i768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.54 Horz(TL) 0.03 10 n/a rVa BCDL 10.0 1 Code FBC2014/TP12007 (Matrix-M) Weight: 149lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puritns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-385(LC 6), 15=-440(LC 8), 14=-440(LC 8), 10� 385(LC 8) Max Grav All reactions 250 lb or less atjolnt(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854/407, 9-10=-854/407 BOT CHORD 2-17=-262/771, 16-17= 262/771,15-16=-262/771,13-14=-262/751,12-13— 2621751, 10-12— 262/751 WEBS 3-17=0/269, 3-15=-708/485, 5-15=-291/268, 7-14=-291/268, 9-14= 7081485, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 2, 440 lb uplift at joint 15 , 440 lb uplift at joint 14 and 385 lb uplift at joint 10. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® wARmArG - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with NBTeM connectors. Tlds design Is based only upon parameters shown, and Is for an Individual building component. not a truss syslern. Before use, the building designer must verity the applicabdlity 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 musses and truss systems, soeANSI/TP11 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 ob fuss Truss Type Qty Ply 71 Carkon hh 8 ext garage T721s141s M11392 BHA BOSTON HIP 1 1 Job Reference (optional) aO-�d-SF'Ja17 Pnna 1 Chambers Truss, Fort Pierce, FL- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4laOiPm2DUGKBFitq_aJCbO4rRYxaHg27MryYptE 15.6-0 21.&0 1-0- 7.0.0 9.6-0 11-6-0 13-6-D 14 •0 0 17-6.0 19-6-0 2Y-0-0 23fr0 25-6-0 2B-0-0 35-0-0 6-0- 1-0-0 7.0.0 2-G-0 2-0-0 2-0-0 -6• 1.6-0 2.0-0 2-D•0 1-6-00.6 2-0.0 2-0-0 2-6-0 7.0-0 1-0.0 Scale: 3/16"=1' �1 6 3x4 = TOP CHORD MUST BE BRACED BY END JACKS, 4.00 F12 4X4 = ROOF DIAPHRAGM, OR PROPERLY CONNECTED PI IPI IMR AC RPFr:IFIFn 11 = 6x8 6x8 = 3x6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 " Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 2081b FT=O°/P LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-579(LC 8), 33=-1255(LC 8), 32= -1005(LC 8), 28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=833(LC 17), 33=1803(LC 1), 32=151 O(LC 1), 28=646(LC 1) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-52= 1607/1042, 3-52=-1441/984, 3-53— 1081258, 27-63= 906/619, 28-63=-1056/658, 3-5=439/531, 5-7=-433/524, 7-1 0=433/524, 10-11=A33/524, 11-13= 433/524, 13-14=-433/524,14-16— 433/524,16-18= 433/524,18-19=-433/524,19-21=-378/423, 21-23=-378/423, 23-25= 378/423, 25-27=-383/429 BOT CHORD 2-35— 880/1473, 35-42=-85511390, 42-43=-855/1390, 34-43=-855/1390, 34-44=-855/1390, 33-44=-855/1390, 33-45=-386/402, 45-46=-386/402, 46-47=-386/402, 47-48= 386/402, 32-48= 386/402, 32-49=-525/923, 31-49= 525/923, 31-50_ 525/923, 50-51— 525/923, 30-51= 525/923, 28-30=-514/952 WEBS 3-35=-1681626, 27-30=0/430, 3-33=-1994/1462, 11-33_ 8151786, 19-32=-777I748, 27-32= 1400/992, 9-10= 465/455, 20-21=-464/455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35fh eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 1255 ib uplift at joint 33, 1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Continued on Daae 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with IVIRL-kD connectors, Mils design Is based only upon parameters shovel, and is for an Individual building component. not a truss system. Before arse, the building designer must verify The applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is To prevent txickling of Individual IFU55 web and/or chord members only. Additional temporary and permanent bracing A� ek' MfT is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality criteria, DSB-87 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 fUss Truss Type Qty Ply F.Iob rlton hh 8 ext garage T12151416 M11392 BHA BOSTON HIP i 1Reference 0 tlonal Chambers Truss, Fod Pierce, FL ID: s Aug 16 2017 MiTek industries, Inc. Fri Sep 29 09:54:55 2017 Page 2 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-PuG41aOjPm2DUGK8Fltq_ajCb04rRYxaHg27MryYptE NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 Ib up at 7-0-0, 158 Ib down and 206 Ib up at 9.0-12, 158 Ib down and 206 Ib tip at 11-0-12, 156 Ib down and 206 Ib up at 13-0-12, 158 Ib down and 206 Ib tip at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 158 Ib down and 206 Ib up at 21-11-4, 158 Ib down and 206 Ib up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 Ib down and 206 Ib tip at 27-11-4 on top chord, and 373 Ib down and 236 Ib up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 Ib down at 13-0-12, 691b down at 15-0-12, 69110 down at 17-0-12, 69 Ib down at 17-11-4, 69 Ib down at 19-11-4, 691b down at 21-11-4, 69 lb down at 23-11-4, and 69 Ib down at 25-11-4, and 69 Ib down at 27-1.1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: 36-39=-20, 1-3=-54, 3-15= 54, 15-27= 54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42= 23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47= 23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51= 23(F) 52= 169(F) 53— 118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57= 118(F) 58=-118(F) 59= 118(F) 60= 118(F) 61=-118(F) 62=-118(F) 63=-118(F) ® 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 MlIeW connectors. fits design is based only upon parameters shown, and Is for an individual bullding 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. tracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!TeW is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the Blvd.fabrication, slorage, delivery, erection and bracing of trusses and truss sr. terns, seeANSI/TPII Quality Criteria, DSB-86904 Parke East 9 and BCSI Building Component Tampa, rk East Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job rusS Truss Type Qty Ply 71 Carlton uh B ext garage T12151417 M11392 GRA HIP 1 1 Job Reference (optional) ID:_kfiGCAGbx7j2Sy1HDXFw7ye3KX-t4pSzw1LA4A4GQuLp?03WnrHfQO AvEkWUnguHyYptD r1 0-Q 7-0-0 14-11-0 21.5-2 , 28-0-0 35-0.0 _ _ $6.0-0 1-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1-0-0, Scale = 1:61.8 4.0012 5x8 = 2x3 11 3x6 = 3x6 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 d' r N i O 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 2x3 II 6x10 = 2x3 II 3x4 = 3xG = 3x4 = 4x6 = 3x5 = 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 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.11-6 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=-516(LC 8), 13=-1909(LC 8), 8=-799(LC 8) Max Grav2=778(LC 17), 13=3177(LC 1), 8=1246(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1467/855, 3-22=-747/1318, 22-23=-747/1316, 23-24= 747/1318, 24-25=-747/1318, 4-25=-747/1318, 4-26-747/1318, 26-27=-747/1318, 5-27=-747/1318, 5-28=-747/1318, 28-29-747/1318, 6-29=-747/1318, 6-30— 192011225, 30-31=-1920/1225, 31-32-1920/1225, 7-32= 1920/1225, 7-8— 2869/1716 BOT CHORD 2-15=-723/1342, 15-33=-732/1382, 33-34=-732/1382, 14-34=-732/1382, 14-35=-732/1382, . 13-35= 732/1382, 13-36=-1107/1920, 36-37=1107/1920, 37-38-1107/1920, 12-38=-1107/1920, 12-39=-1524/2706, 11-39=-1524/2706, 11-40=-1524/2706, 40-41-1524/2706, 10-41= 1524/2706, 8-10=-1513/2668 WEBS 3-15=-155/711,3-13=-2806/1663,4-13=-848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507, 7-10= 177/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2, 1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Continued on Dace 2 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO.7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh M fekG 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 applicabillty, of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent trickling of individual truss web and/or chord members only. Additional ferrporaiy and permanent bracing n� MiTele Is always required for stability and to prevent collapse wllh possible personal injury and property damage. For general guidance regarding The fabrication, storage, delivery, ereeflon and bracing of lnmesand inns systems. seeANSI/TPII Quality Criteria, DSB•89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee street, Suite 312, AJexandda. VA 22314. Tampa, FL 33610 Job Fuss Truss Type-- Oty Ply 71 Carlton ilh 6 ext garage T12151417 Mt 1392 GRA HIP 1 1 Job Reference (optional) 7 640 s Au 16 2017 Mi fak Industries Inc Fri Sep 29 09:54:56 2017 Page 2 Chambers Truss, Fort Fierce, rL I D _kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A46OuLp?03W nrHf00_AvEkW UnguHyYptD NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 Ib down and 155 lb up at 11-0-12, 90 lb down and 155 lb Lip at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb Lip at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203lb down and 329 Ib up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7— 54, 7-9_ 54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26= 90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31— 90(B) 32= 90(B) 33=40(B) 34= 40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39— 40(B) 40=-40(B) 41— 40(B) ® WARNING. verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid for use only with MlTekO connectors. Ws design is based only upon parameters shown, and is for an Individual txIDding component, not a truss system. Before use, the bu Ilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �A building design. Bracing Indicated Is to prevent Welding of Individual tuts web and/or chord members only. Additional lemporary and permanent Ixaclng MiTe'k, Is always required for stability and to prevent collapse wllh.possible personal Injury and property damage. For general guidance regardling the 690q Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Building Component Safety Information avalloble from Truss Plate institute, 21814, Lee Street, Suite 312, Alexandria, VA 22314. — Tampa, FL 33610 russ Truss Type J1 MONO TRUSS �P�IY7T12151418 ob Reference o tional - - � aen s am i a 9ni 7 MiTek Industries. Inc. Fri Seo 29 09;54:56 2017 Pagel Chambers Truss, Fort Pierce, FL ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03 W rirUbQYHA8vkW UnguHyYptD -1-0-0 1.0.0 1.0-0 1-0-0 . Scale = 1:6.2 3x4 = LOADING (psf) SPACING- T 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) 0.00 2 n/a rt/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 3=10/Mechanical, 2=113/0-8-0, 4=4/Mechanical Max Horz 2=48(LC 8) Max Uplift3= 5(LC 5), 2=-127(LC 8), 4=-2(LC 5) Max Grav3=11(LC 13), 2=113(LC 1), 4=11(LC 3) r FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 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. ® WARNING - Verify design pamnleters.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev. 10/012015 BEFORE USE �• Design valid for use only with MlTeku conrreclors. ills design Is based only upon parameters shown, and is for an Individual building component, not a miss system. Before use. the building designer must verify the applicability of design parameters and 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 reared 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/tPlr Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trim Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tama, FL 33610 Job Truss TrussType 1 aty Ply 71 Carlton ilh 8 ext garage T12151419 M11392 IJ3 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxN lxkZTXMiv137OfKpslvb9tlBXDRjyYp1C -1•D•0 , 3-0-0 1-0-0 3.0-0 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 8) Max Upiift3= 53(LC 8), 2= 149(LC 8), 4=-3(LC 8) Max Grav3=58(LC 1), 2=184(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDLr3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to mass connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3, 149 lb uplift at joint 2 and 3 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with MlTekcD conneclors. Thisdesign Is based only upon parametersshown• and isfor an Individual building component, not a truss system. Before use. the btAlding 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 pp �e k° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVlf lT fabrication, storage, delivery, erection and bracing of musses and truss systems, se:eANSI/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 Carkon Rh 8 ext garage r 772151420 M11302 JS MONO TRUSS 8 1 171 - Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:57 2017 Page 1 I D:-kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?ObOppHvb9tIBXD RjyYptC -r-U-U D-U-U 1.0-0 5.0-0 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress fncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=123(LC 8) Max Uplift3=-96(LC 8), 2=-194(LC 8) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6)'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 M/TEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE ' Design valid for use only with Mllekb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not o IR155 systern. Before rise, the building designer must verify the appllcnbility 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 mernbeis 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. erecflon and bracing of trusses and truss systems, seeANSi/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bfvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job � Truss cuss ype � Oty P=CarltonT12151421TRUSS 24 l I I F� S 29 09:54:57 2017 Pa al Chambers Truss, Fort Pierce„ FL 7.640 s Aug 16 2017 Mi rek ndustnes, nc. ri ep 9 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvbgtlBXDRjyYptC 7.0-0 1-0-0 7-0-0 . 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Verl(TL) -0.16 4-7 >520 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=365/0-8-0, 4=60/Mechanical Max Horz2=161(LC 8) Max Uplift3= 140(LC 8), 2= 240(LC 8) Max Grav3=144(LC 1), 2=365(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:16.5 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=701t; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6) "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 UITEK REFERANCE PAGEMIF7473 rev. 1010312015 BEFORE USE. ii Design valid for use only with MiTekO connectors. This design Is based only upon parameters shoum, and Is for an Individual building component,not a Inrss system. Before use, the building designer must veilly 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 arid/or chord members orgy. Additional temporary and permanent bracing �y IVIi lT ei( is always iegtdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcaiton, storage, delivery, erection and bracing of lmsses and truss systems, seeANSIMI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312,. Alexandria, VA 22314. Tampa, FL 33610 Job russTruss Type Uty P- ly — i1 Carlton Rh 8 ext garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) anambers 1 russ. "n rrerCe, YL- ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gTxDNc3cihOoLj21wQQXbCxp4DAAe?ulzoGnz9yYptB -1-5.0 E-8.12 9-10-1 1-5.0 6-8-12 3-1-5 Scale = 1:21.1 ax4 = 3x4 = 6.8.12 3-1-5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Verl(TL) -0.07 7-10 >999 180 BCLL 0.0 " Rep Stress Incr NO W B 0.22 HOrz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical, 2=392/0-11-5, 5=440/Mechanical Max Horz2=192(LC 8) Max Upiift4= 133(LC 8), 2= 266(LC 8), 5=-232(LC 8) Max Grav4=161(LC 13), 2=392(LC 1), 5=442(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7= 469/746, 6-7=-469/746 WEBS 3-7=0/285, 3-6=-860/541 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=351t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf 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 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoldai Loads (plf) Vert: 2=0(F=27, B=27)-to-4= 133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIRAO connectors. this design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate tins design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual frlssweb and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injtay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing Of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train (russ Plale Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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. 0-'/'I d' For 4 x 2 orientation, locate plates 0-'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur, Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBEREDAETTERED 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 10- Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek° MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A 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 stock 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 fightly.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 19% at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, s¢e, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and s¢e, 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 unacceptoble 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 Criterio.