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L Lumber design valu.are in accordance with ANSI/TPI 1 section 6.3 - These truss designs -rely on lumber values established by others. Site Information: Customer Info: Wynne Dev Corp Project Name: V Lot/Block: Subdivis Address:. unknown City: St. Lucie County State: FL 6904 aP�arrke East Blvd. 11392 Model: 70 Carlton 3 Bedroo Rear Porch5 ion: - Name Address and_ License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T12151408 1 A 19/29/17 12 1 T12151409 1 Al. 1 9/29/17 1 13 1 T12151410 1 A2 1 9/29/17 1 14 T12151411 1 A3 1 9/29/17 15 T12151412 1 A4 1 9/29/17 6 I T12151413 1 A5 1 9/29/17 7 T12151414 1 ATA 1 9/29/17 18 T121514151 B 1 9/29/17 19 1 T1 2151416 1 BHA 1 9/29/17 110 J T12151417 I GRA 1 9/29/17 1 Ill I T12151418 I J1 1 9/29/17 1 112 I T12151419 I J3 1 9/29/17 1 113 I T12151420 I J5 1 9/29/17 "1 114 I T12151421 I J7 . 1 9/29/17 1 115 1 T12151422 1 KJ7 1 9/29/17 1 The truss drawing(s) referenced above have been prepared by /,��ei►�� r�r,���� MiTek USA, Inc. under my direct supervision based on the parameters .q<& provided by Chambers Truss.� Truss Design Engineer's Name: Alban!, Thomas.0 39380 • ; My license renewal date for the state of Florida is February 28, 2019.cot The seal on these truss component designs is a certification 'File * �� IMPORTANT NOTE: p g ;,.,,,�>�•�-°" :9'•. TATE OF : �✓� that the engineer named is licensed in the jurisdiction(s) identified and that the :• (V designs comply with ANSI/TPI 1. These designs are based upon parameters �� T • � P•: .� shown (e.g., loads, supports, dimensions, shapes and design codes),.which were �i�;S ;•O R, 19. I&N given to MiTek. Any project specific information included is for MiTek's customers �� S'/ e� file reference purpose only, and was not taken into account in the preparation of �y,�� N A, 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 Thomas A. Alban] PE No.39360. should verify applicability of design parameters and' properly incorporate these designs FOR UM, Inc. FL Gert 6634 into the overall building design per ANSI/TPI 1, Chapter 2. 6904 Parka East Blvd. Tampa F133610 Date: September 29,2017 Albani, Thomas 1 of 1 J6b Truss Truss Type Qty Ply 71 Carhon hh 8 ext garage T12151408 M11392 A HIP 1 1 Job Reference (optional) unaiDers rruss, ron rierce. r� ,.,,�„�„�y ���..�, �.� �, ,�,..o��.. �.,., �..y.. I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOd PRb6h41yYptM r1-0-Q 6-10-14 , 9-0-0 14-11-0 20-2-13 26.0-0 28-1-2 35-0-0 36-0•p 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 6 4.00 12 4x8 2x3 3x6 = 2x3 11 2x3 \\ 4 24 5 6 7 25 4x8 = 2x3 8 9 Scale = 1:61.9 17 16 15 14 13 12 3x4 = 3x4 = 3x4 = 3x4 = 3x5 = 3x6 = 4x6 = 3x6 = 26-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 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 W B 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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=1015(LC 1), 15=596(LC 17), 10=1114(LC 18) PLATES GRIP MT20 244/190 Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-865/1738, 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: 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. 11; 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 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 at=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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek(g) 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 vedry the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety information available from It= Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 71 Carhon hh 8 ext garage T12151409 M11392 Al SPECIAL 1 1 Job Reference (optional) chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi I eK industries, Inc. rn 68p 29 Wb4A6 LU1 I rage 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBceILsZgFrFclyYptL 1-0- 8-6-0 11.0-0 14-9-0 19-8-14 24.0.0 27-4-7 35-0-0 6-0- -0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3.2 3-4-7 7-7-9 1-0-0 4.00 12 5x6 = 2x3 I I Sx6 = 3x4 = 4 20 5 6 21 7 Scale = 1:62.9 13 12 3x8 = 3x5 = 6x8 MT18HS= 3x12 = 2.00 F12 10-0-0 , 14-9-0 _ 1_ 24-6-8 35-0-0 Plate Offsets (X,Y)-- f2:0-0-2,Edge1, f9:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL)-1.5111-12 >279 180 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. 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 Horz2=-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=-1301/2515, 11-12=-2065/3799, 9-11=-2968/5344 WEBS 3-13= 317/323, 4-13=-238/414, 4-12= 330/649, 5-12= 262/236, 6-12=-1031/619, 6-11=-332/866, 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.Opsf; 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) 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 ANSIfTPI 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 at=lb) 2=834, 9=815. 9) "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 MITEIVREFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE Design valid for use only with MliekO 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 W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and 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 71 Carlton ith 8 ext garage T12Y51410 M11392 A2 SPECIAL 1 1 Job Reference (optional) Champ ers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI I eK Industries, Inc. Fri Sep 29 0e:54:46 2017 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5WzKBb?IKkZgFrFclyYptL 1-0- 8-6-0 13.0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0 -0-0 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 1-0-0 �1 6 4x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 4.00 rl2 5x6 = 3x4 = 5x6 = 4 20 5 21 6 12 3x4 = 5x8 = 2,00 F12 14-9-0 22-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 REACTIONS. (lb/size) 2=1366/0-8-0, 8=1332/0-8-0 Max Horz2=136(LC 7) Max Uplift2= 834(LC 8), 8=-816(LC 8) Scale = 1:62.9 3x12 ZZ CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 BC 0.94 Vert(TL)-1.1410-19 >369 180 MT18HS 244/190 W B 0.84 Horz(TL) 0.40 8 n/a n/a (Matrix-M) Weight: 160 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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, 8-10=-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=4.2psf; BCDL=3.Opsf; 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) 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 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=lb) 2=834, 8=816. 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 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 Wih 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 aty Ply 71 Carlton ith 8 ext garage Ti2t51411 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ti4u s Aug i b zui r ivn i ex mausrnes, Inc. Fri Sep za 09:54:50 zor r rage r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3xSBityabEOxOVRBSkHfHWcL1?HcmG9r8ZKMhdyYptJ 1-0- 8-6-0 15-0-0 20.0-0 24-6-8 27-4-7 35-0-0 6-0 -0-0 8-6-0 6-6-0 5-0-0 4-fi-8 2-9-15 7-7-9 -0-0 c%) 6 3x6 = 4.00 r12 5x6 = 4x4 = 14 13 - - 2x3 11 5x6 = 2.00 12 Scale: 3116"=1' 3x12 = 8-6-0 14-9-0 20-01 24-61 35-0.0 8-6-0 fi-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets (),Y)-- (2:0-0-14 Edgel f8.0-3-0 0-3-01 (9.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress incr YES W B 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TPi2007 (Matrix-M) Weight: 160lb 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 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/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=-282/657, 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; Vuit=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) 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 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=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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 vedty 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, DSE-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 71 Carlton ith 8 ext garage T72157412 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M1Tek industries, Inc. Fri Sep 29 09:54:51 2017 Page 1 ID: kfiGCA6bx7j2SyIH DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVfi?M D4vD3yYptl 1-0- 8-6-0 14-9-0 17-0-0 8-0.0 24-0-8 27-4-7 35-0-0 6-0 -0-0 8-6-0 6-3-0 2-3-0 -0- 6-6-8 2-9-15 7-7.9 -0-0 �1 6 3x6 = 4.00 12 5x6 = 4x6 = 2x3 II 16 15 4x8 = - 2x3 11 5x8 = 2.00 12 Scale: 3/16°=1' 3x12 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 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 WB 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 172lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0, 11=1333/0-8-0 Max Harz 2= 175(LC 6) Max Uplift2=-834(LC 8), 11= 815(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-1513/2819, 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=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) 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 (jt=lb) 2=834, 11=815. 9) "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 N1rEKREFERANCE PAGE 11111--7473 rev. 10/03P2015 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 Welk' 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 71 Carlton ith 8 ext garage T121514Y3 M11392 A5 SPECIAL 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - r.ovu s Aug i o 20 i r mu ek ind-hies, 4- rii Sup ce 0e.54Z2 cv, , Fw, i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBQ8btpSlWyYptH 8-6.0 4639-00 0 24-6-8 2747 35-0 r11-008-6.0 72-9-0 7-0-8 36-0-0 7-7-9 1-0-0 ail 6 Scale = 1:61.8 4.00 12 Sx8 II 14 13 3x6 - 2x3 II 5x10 = 3x12 2.00 12 4-9-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 Rep Stress Incr YES WB 0.61 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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) DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) 0.78 12 >540 240 MT20 244/190 Vert(TL)-1.5912-13 >265 180 MT18HS 244/190 Horz(TL) 0.43 10 n/a Na Weight: 159 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. WEBS 1 Row atmidpt 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=0/256, 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: ASCE 7-10; Vuit=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., 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 = I O.Opsf. 6) Bearing at Joint(s) 10 considers parallel to grain value using ANSI/TPI 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 (jt=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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MITelr® connectors. TNs design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent bucking of Individual truss web 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 71 Carlton ith 8 ext garage T12151414 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:53 2017 Page 1 • I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TV8KKv?Tt9oW FyAm7tgMu9DvDCODzgcl gXZOlyyYptG r1-0-Q 8-4-0 , 12-11-0 17.6-0 22-1-0 26-8-0 i 35-0-0 36-0-0 1-0-08-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 _N WJ O 4x5 = 4.00 12 4x4 = 17 .- 15 -- - 14 12 2x3 11 4x6 = 3x8 = 3x8 = 2x3 11 4x6 = Scale = 1:60.8 4x5 = 8-4-0 12-11-0 22-1-0 e 4-0 4-7-0 9-2-0 26-8-0 35-u-u 4-7-0 8-4-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight: 166 lb 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 Horz 2=179(LC 7) Max Uplift2= 775(LC 8), 10= 775(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 tracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcatlon, storage, delivery, erection and bracing of trusses and thus systems, seeANSI/TPI l 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 71 Carkon ith 8 ext garage T12151415 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Walk Industries, Inc. Fri Sep 29 09:54:54 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF r1-0-0 8-3-5 14-0-0 171-0 21-0-0 26-8-11 35-0-0 36-0-0 1-" 8-3-5 5-8-11 3 6-0 3-6-0 5-8-11 8-3-5 1-0-0 �1 0 Scale = 1:60.8 4.00 12 3x6 = 17 15 14 - 12 3x4 = 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 I 3x4 = 8-3-5 14-M 21-0-0 26-8-11 35-0-0 ' 8-3-5 5-8-11 7-0-0 5.8-11 8-3-5 Plate Offsets (X,Y)-- f6.0-3-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 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 WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. 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 8), 15=-440(LC 8), 14= 440(LC 8), 10= 385(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=625(LC 1), 15=822(LC 13), 14=817(LC 14), 10=625(LC 1) FORCES. (lb) - Max. Comp./Max. 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=-262/751, 10-12= 262/751 WEBS 3-17=0/269, 3-15=-708/485, 5-15=-291/268, 7-14=-291/268, 9-14— 708/485, 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 = 10.0psf. 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. Q WARNING- Verify design parameters and READ NOTES ON rHIS AND INCLUDED MmFK REFERANCE PAGE Mll-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 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. 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 Cdteria, 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 71 Carkon ith 8 ext garage T12151416 M11392 BHA fBCST0N HIP t 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug i o 20 i 7 nn r em uiu-hi-, n io. rii up �v vv:,n:aga . • ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGK8Fltq_aJCbO4rRYxaHg27MryYptE 15-6-0 21-6-0 rt-0.0+ 7-0-0 9-6-0 i 11-6-0 13-6-0 14-0 0 17-6-0 i 19-6-0�21-0-0 23-6-0 1 25-6-0 i 2&0-0 35-0-0 36-0-Q 1-0-0 7-a0 2-6-0 2-0 S- 1-6-0 2-a0 2-a0 1-6-0 6- 2-0-0 2-a0 2.6-0 7-a0 1-0-0' Scale: 3116"=1' 611 3x4 = 52 4.00 12 4X4 = 12 57 15 58 17 56 VA - TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 20 3x6 60 22 r 2�1 Sx12 26 23 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x6 = 6XB = 6x8 = 3x6 = 7-0-0 7-0-0 7-0-0 ' 7-0-0 7-0-0 ' Plate Offsets Offsets (�Y)f32:0-3-8 0-3-01-- f32:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 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 BCLL 0.0 ' Rep Stress Incr NO W B 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight: 208lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 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 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. (lb) - 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, 7-10=-433/524, 10-11=-433/524, 11-13=-433/524, 13-14=-433/524, 14-16=-433/524, 16-1B- 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= 855/1390, 42-43_ 855/1390, 34-43- 655/1390, 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=-168/626, 27-30=0/430, 3-33=-1994/1462, 11-33=-815/786, 19-32=-777/748, 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=15ft B=70ft; L=35ft eave=6ft; Cat. 11; 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 lb 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 purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Daae 2 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. f0703/2015 BEFORE USE Design valid for use only with MRekO connectors. This design Is based orgy 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 end 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/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. Jdb Truss Truss Type Qty Ply 71 Carhon ith 8 ext garage T12151416 M11392 BHA BOSTON HIP 1 i Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oau s Hug i b zur i rwiff ex vrausmes, inc. Fri Sep za uua4a5 2v i r rayu c ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-PuG4iaOjPm2DUGK8Fltq_aJCb04rRYxaHg27MryYptE NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ib down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4, 158 Ib down and 206 lb up at 19-11-4, 158 Ib down and 206 Ib up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 Ib down and 206 Ib up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 Ib down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 691b down at 23-11-4, and 69 lb down at 25-11-4, and 69 Ib down at 27-11-4 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 (13). 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=-11 B(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0.7473 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/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 aty Ply 71 Carhon Rh 8 ext garage T12151417 M11392 GRA HIP 1 1 Job Reference (optional) cnamoers truss, ron rierce, rL ,—..,,,y ,,,—II ,.�����,��..�����e�� „�,.. ,,, ...r �..,, , �yo , I D:_kffGCA6bx7j2Syl H DXFw7ye3KX-t4pSzw1 LA4A466uLp?03W nrHf00_AvEla UnguHyYptD r1-0-0 1 0-0 i 14-11-0 21-5-2 2V10 _ 35-0-0 36-0-0 1-0-0 7.0-0 7-11-0 6-6-2 6-6-14 7-" '1-0-0' 4.00 12 5x8 = 3 22 23 2x3 11 3x6 = 3x6 = 4x8 = 24 25 4 26 27 5 28 629 30 31 32 7 Scale= 1:61.8 15 33 34 14 35 13 6x10 = 36 37 38 1239 11 40 41 10 3x4 = 2x3 11 3x6 = 3x4 = 4x6 = 2x3 I I US = 7-0-0-0-14-11-0 21-5-2 , 28-0-0 35-0-0 , 70 7-11•0 6-6-2 6-6-14 ' 7-0-0 ' Plate Offsets (X,Y)-- 13:0-5-4 0-2-8j (7:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 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 puriins. 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 nlidpt 3-13, 6-13 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0, 13=3177/0-8-0, 8=1246/0-8-0 Max Horz 2=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=-747/1318, 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=-1920/1225, 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, 7-1 0=- 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. 11; 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 Wil 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. L;onunuea on page z Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDEO M/TEKREFERANCE PAGE M11-7473 rev. 1010=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. Addifional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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. Tama, FL 33610 Job Truss Truss Type Qty Ply Carlton hh 8 ext garage T12151477 M11392 GRA HIP 1 1 171 Job Reference (optional) Chambers I russ, Fort Pierce, FL NOTES- /.-5-91O NI,--IIu—IuJ,i Iv. p4V va.v — av Is U.c I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03W nrHfQO_.vEkW UnguHyYptD 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 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up 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 up 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 lb 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 (plf) 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 MfTEKREFERANCE PAGE M11-7473 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 applicabillty 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, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlm VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 71 Carlton ith 8 ext garage T12151418 M11392 it MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 29 09:54:56 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03 W nrUbQYHA8vkW UnguHyYptD -1-0-0 1-0-0 i 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.11 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/s(ze) 3=10/Mechanicaf, 2=113/0-8-0, 4=4/Mechanicaf 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 3X4 = 1-0-0 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Horz(fL) 0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=1511; B=70ft L=35fh eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 Ib uplift at joint 4. 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 MII-7473 rev, 101032015 BEFORE USE. Design valid for use only with Mirek® 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 iTek° 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, DSO-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. 1 Tampa, FL 33610 Jdb Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T12151419 M11392 J3 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL i mqu s Aug i o 20 i r Mn uk nwusu,es, u,u. Fii oup ca vu:: , a agv • I D:_MiGCA6bx7j2Syl H DXFw7ye3KX-MH NgAG2zxN IxkZTXMivl3?OfKpslvb9tl8XDRjyYptC 3-0-0 - 1.0-0 3-0-0 Scale = 1:9.6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 8) Max Uplift3= 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. 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; 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 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 properly Incorporate this design into the overall bulltling 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 sfabllity 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 8CSI 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 71 Carlton hh 8 ext garage T12151420 M11392 is MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7,640 s Aug 16 2017 Mi rek Industries, Inc. Fri Sep 29 09:54:67 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-MHNgAG2zxNlxkZTXMiv13?ObOppHvb9tlBXDRjyYptC 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 3x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanicai, 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15fh 13=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 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. 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGEMiF7473 rev. 10/03/201S BEFORE USE Design valid for use only with MlTek® 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 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=Corlonr,.,lgarage T12151421 M11392 J7 MONO TRUSS 24 (optional) Chambers Truss, Fort Pierce, FL - 9 'v l"" '•' ' °" """" r " "" y`.' ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tlBXDRjyYptC 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell 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 Vert(TL) -0.16 4-7 >520 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141FP12007 (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. Comp./Max. Ten. - All forces 250 (lb) 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.Opsf; h=15ft; B=70fh L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M71 EK REFERANCE PAGE MU-7473 rev. 10/03J2016 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 wtlh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and miss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Piate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Jo Truss Type city Ply 71 Cartion 0 8 ext garage Ti2151422 M11392 TKJISS MONO TRUSS 4 1 Job Reference (optional) cna n.oers i russ, ion Mrce, rL I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ul zoGnz9yYplB -1-5-D 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 3x4 = 3x4 = Scale = 1:21.1 6-8-12 9-10-1 6.8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 38lb FT=O% 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 Horz 2=192(LC 8) Max Uplift4=-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=3511; eave=6111; 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 fora 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 133 lb uplift at joint 4, 266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6) "Semi -rigid pltchbreaks 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 (pif) Vert: 1-2= 54 Trapezoidal Loads (pif) 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) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 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 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/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. Mexandda. 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 ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/19, 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 MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. 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, 0 Qf O O a- O F- Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 t2 of O O a- OO 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: Mll-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 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. Comber 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.