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I. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek° RE: M11412 - Carlton 299 Site Information: Customer Info: Wynne Development Corp Lot/Block: Address: unknown City: St Lucie County cA\ Project Name: M11412 Model: Subdivision: State: FL ............... z.11W opt' MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: 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 18 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 ate t-11/17 No.IT111084671KJA8 Seal# Truss Name Date 1 T11108450 A 18 5/11/17 T11108451 Al 5/11/17 1 13 1 T11108452 1 A2 1 5/11/17 14 I T11108453 I A3 1 5/11 /17 15. 1 T11108454 1 A4 1 5/11/17 6 1 T11108455 1 A5 5/11117 17 1 T11108456 1 ATA 18 1 T11108457 1 ATB 1 5/11/17 19 I T11108458 1 ATC 15/11/17 110 1 T111084591 BHA 1 5/11/17 Ill IT11108460 1 GRA 1 5/11/17 12 1T11108461 J2 _ 5/11/17 113 I T11108462 1 J4 1 5/11 /17 114 I T11108463 I J6 1 5/11/17 15 IT11108464IJ8 5/11/17 116 I T11108465 1 JA8 1 5/11 /17 117 1 T11108466 I KJ8 1 5/11/17 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose 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. ,,,,, PS 1 A. fe e'♦ O '•• ��`� � � '� G E N S . '92♦ice .`'�'•V F'•i'. No 39380 ���:• S F .��: ♦ �? 1111111111110, Thomas A. Mani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 11,2017 Albani, Thomas 1 of 1 Job Truss Truss Type aty Ply Carlton 299 T111 o8450 M11412 A SPECIAL 1 i Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Thu May 11 11:34:45 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-EeU_mMN U PzC5wDR9x5xTPrg4coXSNOXFSaumsvzHbje 1-0- 8-6-0 9-10-0 13-8-0 19-5-3 26-2.0 28-9-4 36-0-0 7.0- -0- 8.6-0 1-4 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 -o-0 Scale = 1:64.7 5x8 = 5x8 MT18HS= 4.00 12 3x4 \\ 4x5 = US = 4x4 = 3 4 23 245 6 7 25 26 8 Rrd 16 15 4x4 — 3x4 = 3x8 = 3x4 = 5x8 = 2 00 12 4x10 = 19-53 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.71 13-14 >610 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.61 13-14 >269 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.77 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.9813-14 >440 240 Weight: 161lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except" TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1404/0-8-0, 10=1368/0-8-0 Max Horz2= 119(LC 6) Max Uplift2=-856(LC 8), 10=-836(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3090/1798, 3-4=-2904/1740, 4-23=-3304/2004, 23-24=-3304/2004, 5-24_ 3304/2004, 5-6=-4988/2919, 6-7=-4988/2919, 7-25=-6591/3709, 25-26=-6591/3709, 8-26=-6591/3709, 8-9=-5485/3058, 9-10=-5792/3305 BOT CHORD 2-16=-1574/2863, 15-16=-1418/2727, 14-15=-1786/3317, 13-14=-2742/5061, 12-13=-2763/5283, 10-12=-3054/5510 WEBS 3-16— 354/349, 4-16=-250/443, 4-15=-489/834, 5-15= 964/621, 5-14=-1013/1858, 7-14= 846/572,7-13= 825/1672,8-13=-1047/1857,8-12=-31/338,9-12=-307/306 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=12ft; B=59ft; L=36ft; eave=5ft; 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.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) 10 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 856 lb uplift at joint 2 and 836 lb uplift at joint 10. 9) "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 MI/EK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual buiding 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 oNy. Additional temporary and permanent bracing M!Tek" prevent Is always required for stabtlity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Ply Carlton 299 T11108451 M11412 Al SPECIAL 1 1 Job Reference (optional) Chamber; Truss, Fort Pierce, FL 1.640 s Apr i 9 zoi o Mi 1 ex mausmes, inc. Thu may 1 r r :34:46 2017 raya 1 1 D: kFvnsnOwY419Zh0_nM3lc6y1J9g-ig2M_iO7AHKyXMOMVoSix2NLECsZ6vPOhEdKPMzHbjd 1-0- 8-6-0 11-10-0 18-7-4 24-2.0 28-9-4 36-0-0 7-0 00 8-6-0 3-4-0 6-9-4 5-6-12 4-7-4 7-2-12 -0-0 Scale = 1:64.7 5xf = 3x8 = 5x6 = 4.00 12 4 21 5 22 6 14 13 3x4 11 — 11 4x5 = 3x4 = 5x6 = WO2.00 12 24-6-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.52 BC 0.94 W B 0.54 (Matrix-M) DEFL. in (loc) I/dell Ud Vert(LL) -0.56 10-11 >768 360 Vert(fL) -1.29 11-12 >334 240 Horz(TL) 0.47 B n/a n/a Wind(LL) 0.78 10-11 >556 240 PLATES MT20 MT18HS Weight: 163lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-9 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 5-13 REACTIONS. (lb/size) 2=1402/0-8-0, 8=1370/0.8-0 Max Horz 2=141(LC 7) Max Uplifl2=-856(LC 8), 8=-836(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3121/1775, 3-4=-3083/1885, 4-21= 2697/1644, 5-21=-2697/1644, 5-22= 4719/2705, 6-22= 4719/2705, 6-7=-5229/2929, 7-8=-5821/3266 BOT CHORD 2-14=-1551/2891, 13-14=-1329/2548, 12-13=-2009/3814, 11-12=-2012/3815, 10-11=-3022/5544, 8-10=-3015/5532 WEBS 3-14— 321/317, 4-14— 346/577, 4-13= 146/434, 5-13=-1367/760, 5-11=-501/1044, 6-11=-721/1407, 7-11= 623/420 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=12ft; B=59ft; L=36ft; 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 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 856 lb uplift at joint 2 and 836 lb uplift at joint 8. 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 MITEKREFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ek• Me iT 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/7PI1 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. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton 299 T71108452 M11412 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MI I ek Industries, Inc. Thu May 11 i 1::54:46 2ui r rage 1 ID:kFvnsnOwY4l9ZhO_nM3lc6yiJgg-ig2M_ O7AHKyXMOMVoSix2NL8Csf6slOhEdKPMzHbjd 1-0- 8-6-0 13-10-0 18-0-0 22-2-0 24-6-0 28-9-4 36-0-0 7-0 -0- 8-6-0 5-4-0 4-2-0 4-2-0 2-4-0 4-3-4 7-2-12 -0-0 6 5x6 = 4.00 F12 3x4 = 5x6 = 4x6 5 6 7 Scale = 1:64.7 15 14 7x8 MT181HS= 3x6 % 3x4 II 5x8 = 4x10 zz 2.00 12 8.6-0 13-8-0 22-2-0 , 24-6-0 , _ 28-9-4 36-0-0 , 8-6-0 5-2-0 8-6-0 2-4-0 4-3-4 7-2-12 ' Plate Offsets (X,Y)-- f2:0-3-14 0-1-81 f9'0-2-10 Edge1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.54 11-12 >798 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.24 11-12 >349 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.46 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.75 11-12 >578 240 Weight: 167lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc puriins. 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=1402/0-8-0, 9=1370/0-8-0 Max Horz2=-163(LC 6) Max Upllft2=-855(LC 8), 9=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3138/1794, 3-4= 2566/1537, 4-5=-2363/1483, 5-6=-3447/2010, 6-7= 3609/2077, 7-8=-5240/2953, 8-9=-5826/3265 BOT CHORD 2-15= 1571/2909, 14-15=-1571/2909, 13-14=-1558/3011, 12-13=-2627/5011, 11 -1 2=-3021/5546, 9-11=-3014/5536 WEBS 3-14= 638/423, 4-14=-287/568, 5-14= 910/503, 5-13=-237/667, 6-13= 515/975, 7-13=-2179/1260, 7-12=-1003/1854, 8-12=-609/390 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=12ft; B=59ft; L=36ft; 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) 9 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 855 lb uplift at joint 2 and 837 lb uplift at joint 9. 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 MrrEK REFERANCE PAGE M11-7473 rev. f0/032015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional iemporary and permanent bracing MITek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Insfllute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108453 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oqu s Apt r a zu I wn"— mu—m—, mu. 1 itu 1" y , r yo 1 1 D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-AObkB2PlxaTp9 W bY3W zxUGwW gcCvrJhYwuNb(ozHbjc 1-0- 8-6-0 15.10.0 20-2-0 24.6-0 28-9.4 36-0.0 7-0- -0 8-6-0 7-4-0 4-4-0 4-4-0 43-4 7-2-12 -0- Scale = 1:65.8 4.00 12 5x6 = 5x6 = 0 jt 0 3x4 11 5x6 = 4x10 = 3x6 % 2.00 12 8.6-0 13-8-0 20-2-0 24-6-0 28-9-4 1 36-0-0 8.6-0 5-2-o 6-fi-0 4-4- 4-3-4 7-2-12 Plate Offsets () ,Y)-- f2'0-3-14 0-1-81 (3:0-3-0 0-3-41 17:0-3-0 Edge1 f9:0-2-10 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.55 11-12 >778 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.27 11-12 >341 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 HOrz(fL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.7711-12 >564 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-5 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 atmidpt 6-i3 REACTIONS. (lb/size) 2=1401/0-8-0, 9=1371/0-8-0 Max Horz2=185(LC 7) Max Uplift2=-855(LC 8), 9=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3162/1814, 3-4= 2539/1523, 4-5= 2732/1663, 5-6=-2893/1705, 6-7=-5233/2966, 7-8= 5255/2957, 8-9=-5826/3265 BOT CHORD 2-15= 1593/2935, 14-15=-1595/2932, 13-14=-1173/2362, 12-13=-2640/5035, 11 - 1 2=-3020/5546, 9-11=-3014/5536 WEBS 3-15=0/253, 3-14=-716/494, 4-13= 254/668, 5-13=-344/684, 6-13= 2660/1511, 6-12= 981/1906, 8-12=-591/375 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=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; 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.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 ANSIlTI 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 855 lb uplift at joint 2 and 837 lb uplift at joint 9. 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 MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use. the building designer must 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 avid/or chord members only. Additional temporary and permanent bracing KWIC 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. Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Job Truss r Truss type Qty Ply Carlton 299 T11108454 SPECIAL 1 1 Job Reference (optional) Chamber§ Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi fek Industries, Inc. Thu May 11 11:34:48 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-f D96POQNiubgngAkdDUA1TShOOYDajkh8Y6QTEzHbjb 1.0- 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- -0- 8-6-0 5-2-0 4-4.0 6-6-0 4-3-4 7-2-12 -0 Scale = 1:65.8 4.00 F12 5x6 = 16 15 4X6 = 4x5 = 3x4 II 5x12 = 4x10 = 2.00 F12 13-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.59 13 >727 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.93 HOrz(fL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014,rTP12007 (Matrix-M) Wind(LL) 0.82 13 >527 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puffins. 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 7-14 REACTIONS. (lb/size) 2=1402/0-8-0, 10=137010-8-0 Max Harz 2=-207(LC 6) Max Uplift2= 856(LC 8), 10= 837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3134/1785, 3-4= 2567/1537, 4-5=-2519/1549, 5-6=-2389/1457, 6-7=-2411/1444, 7-8= 5227/2989, 8-9=-5285/2982, 9-10=-5809/3250 BOT CHORD 2-16=-1562/2905, 15-16=-1562/2905, 14-15=-1235/2431, 13-14= 2670/5074, 12-13=-3006/5529, 10-12= 3000/5519 WEBS 3-16=0/262, 3-15=-622/394, 5-14=-325/215, 6-14=-634/1166, 7-14= 3067/1753, 7-13=-965/1930, 9-13=-539/332 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=12ft; B=59ft; L=36fh 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. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/fPI 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 856 lb uplift at joint 2 and 837 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must 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 stabilltyand 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 Carlson 299 T11108455 M11412 AS SPECIAL 7 1 Job Reference o tional Chambers Truss, Fort Pierce, FL f.64u a Apr 18 zu16 MiTek industries, Inc. Thu May 11 11:34:48 20i 7 rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-f D96POQNiubgngAkdDUA1 TShOOYDajgh8Y60TEzHbjb 1-0- 8.6-0 13-8-D 18-0-0 24.6-0 28-9-4 36-0-0 7-0 -0-0 8-6-0 5-2-0 4-41 6-6.0 4-3-4 7-2-12 -0-0 �1 0 Scale: 3/16"-V 4.00 F12 5x6 = 16 15 4xo 4x5 = 3x4 11 5x12 = 2 00 F12 4x10 = 24-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vett(LL) -0.59 13 >726 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 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 atmidpt 7-i4 REACTIONS. (lb/size) 2=1402/0-8-0, 10=1370/0-8-0 Max Horz2=208(LC 7) Max Uplift2=-856(LC 8), 10=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3134/1785, 3-4= 2567/1537, 4-5= 2519/1549, 5-6=-2382/1452, 6-7=-2402/1439, 7-8=-5227/2989, 8-9=-5285/2982, 9-10=-5809/3250 BOT CHORD 2-16=-1562/2905, 15-16=-1562/2905, 14-15= 1235/2431, 13-14= 2670/5074, 12-13— 3006/5529, 10-12=-3000/5519 WEBS 3-16=0/262, 3-15=-622/394, 5-14= 337/225, 6-14= 644/1182, 7-14=-3080/1761, 7-13= 965/1930, 9-13=-539/332 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=12ft; B=59ft; L=36ft; 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. 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 856 lb uplift at joint 2 and 837 lb uplift at joint 10. 8) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Id 6 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 3M Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Carlton 299 T11108456 M11412 ATA COMMON 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.64U s Apr 18 2016 MI I ex industries, Inc. Thu May 11 11:34:49 2017 rage I I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-7Pj UcjQ?TCjXOglwAw?PZh?vyP_dJ HurNCs_?gzHbja r1-0 0 8-1-1 13.10-2 18-0-0 22-1-14 27-10-15 36-0-0 1.7-0 p 1 0-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 Scale = 1:62.4 4.00 12 5x6 = 17 15 14 12 4x5 = 3x4 II 46 = 3x8 = 3x8 = 4x6 = 3x4 II 4x5 = 8-1-1 13-10-2 22-1-14 27-10-15 36-0-0 8-1-1 5-9-1 8.3-12 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 6) Max Uplift2= 796(LC 8), 10— 796(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3311/1660, 3-4=-2709/1348, 4-5=-2658/1362, 5-24=-2709/1437, 6-24=-2658/1463, 6-25=-2658/1463, 7-25=-2709/1437, 7-8=-2658/1362, B-9=-2709/1348, 9-10=-3311/1660 BOT CHORD 2-17=-1450/3079, 16-17=-1450/3079, 15-16= 1450/3079, 15-26=-776/2019, 26-27= 776/2019, 14-27=-776/2019, 13-14=-1450/3079, 12-13=-1450/3079, 10-12= 1450/3079 WEBS 6714=-469/969, 7-14= 323/234, 9-14=-636/451, 6-15=-469/969, 5-15=-323/234, 3-15=-636/451 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=12ft; B=59ft L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 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 796 lb uplift at joint 2 and 796 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job russ Truss Type city Ply Carlton 299 T11108457 M11412 TB. COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL t.ti4u s Apr 1 a zuio MI r etc inausrnes, inc. Thu May i 1 1 i:34:50 eu 1 r rage I I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-bbHtg3RdEVrOO_K7keXe6uX5SpOm2if_csbXY7zHbjZ r1-0-Q 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 i 36-0-0 37-0.0 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 6 3x5 = 4.00 12 5x6 = 18 " 16 15 `- 14 '- 12 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 Scale = 1:62A 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.0716-18 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-452(LC 8), 14=-837(LC 8), 10=-264(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=717(LC 17), 14=1586(LC 1), 10=435(LC 18), 15=326(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/631, 3-4=-454/279, 4-5=-400/292, 5-25=-453/366, 6-25=-400/392, 6-26=-194/717, 7-26=-217/637, 7-8= 297/727, 8-9= 306/639, 9-10= 296/225 BOT CHORD 2-18=-476/1094, 17-18= 476/1094, 16-17=-476/1094 WEBS 6-14=-1054/539, 7-14= 319/232, 9-14= 743/504, 9-12=0/277, 6-16=-435/665, 5-16=-318/230, 3-16=-771/498, 3-18=0/299 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=12ft; B=59ft; L=36ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 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.OpsL 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MI7ek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108458 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Apr 19 2016 Mi I ex industries, Inc. Thu May 11 11 :34:51 2017 rage 1 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-3orF1 PSF?pzFeBvJI L2te64GCDk?n9v7rW L54ZzHbjY 1-0 8-1-1 13-10.2 18-0-0 22-1-14 27-10-15 36-0-0 7-0 -0-0 8-1-1 5-8-1 4-1-14 4-1-14 Scale= 1:62.4 4.00 12 5x6 = 3x5 = 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 3x5 = 8-1-1 13-10-2 15-2-0 22-1-14 22 -7 27-10-15 36-0-0 8-1-1 5-9-1 1-3-14 6-11-14 0 9 5 8 8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.0716-18 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz 2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-452(LC 8), 14=-837(LC 8), 10= 264(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=717(LC 17), 14=1586(LC 1), 10=435(LC 18), 15=326(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/631, 3-4= 454/279, 4-5= 400/292, 5-25=-453/366, 6-25= 400/392, 6-26=-194/717, 7-26=-217/637, 7-8=-297/727, 8-9=-306/639, 9-10— 296/225 BOT CHORD 2-18=-476/1094, 17-18= 476/1094, 16-17= 476/1094 WEBS 6-14= 1054/539, 7-14� 319/232, 9-14= 743/504, 9-12=0/277, 6-16=-435/665, 5-16=-318/230, 3-16=-771/498, 3-18=0/299 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=12ft; B=59ft L=36ft; eave=5ft; Cat. II; 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, 18-0-0 from left end, supported at two points, 6-0-0 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown. and Is'for an Individual building component not � a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty. . Ply Carlton 299 T11108459 Ml 1412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ogv s mpr i a zv iv mi i art nmusues, mu. 1 - y 1 yo 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-X_PdErrtm756FHUVs3Z6BJdKUdO3WZoH3A4ec?zHbjX 16-0-0 22-10-15 r1•aq 12-0-0 14-0-0 15-6-0 18-0-0 20-0-0 22.0-0 r-aq 28.0-0 , 36-0-0 �-0-] 1 0. &0-0 4-0-0 2-0-0 1-6.0 2-a0 2-0-0 2-0-0 0-10.1 4-0-0 B-a0 0-0 0-6-0 1-1.1 Scale = 1:66.0 3x5 = 8-0-0 3x6 II 4X6 = 6x8 = TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 25 " 6X8 = 3x6 = 28-0-0 3x6 11 3X5 = N 7 Im 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.08 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.23 26-28 >822 240 BCLL 0.0 Rep Stress Incr NO W B 0.80 Horz(TL) 0.05 21 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1128-31 >999 240 Weight: 208lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc pudins. 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 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Ot=length) 25=0-11-5 (lb) - Max Horz2=-208(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-600(LC 8), 26=-1540(LC 8), 25=-1238(LC 8), 21=-477(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=101 O(LC 13), 26=2886(LC 13), 25=2423(LC 14), 21=791(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2137/1073, 20-21= 1372/663, 3-4=-212/715, 4-6=-212/715, 6-8_ 212l715, 8-10=-212/715, 10-11=-212/715, ll-13=-212/715, 13-15=-212/715, 15-17= 212/715, 17-19=-85/605, 19-20=-85/605, 3-5=-199/421, 5-7=-111/390, 7-9= 32/343, 12-14=0/255, 16-18=-66/300, 18-20_ 205/362 BOT CHORD 2-28=-900/2124, 27-28=-855/1984, 26-27=-855/1984, 25-26= 848/516, 24-25= 457/1106, 23-24= 457/1106, 21-23= 506/1240 WEBS 8-26=-1340/1011, 17-25=-989/761, 3-28=-390/1209, 3-26=-3116/1622, 20-23— 424/1154, 20-25— 2262/1126, 9-10_ 710/571, 6-7=-308/242, 15-16=-465/374, 18-19— 499/420 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=12ft B=59ft;, L=36fh eave=5ft; Cat. II Exp C; Encl., GCpi=o.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2, 1540 lb uplift at joint 26, 1238 lb uplift at joint 25 and 477 lb uplift at joint 21. 8) Girder carries hip end with 8-0-0 end setback. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03P1015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply Carlton 299 T11108459 Ml 1412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Fierce, FL r.b9u s Hpr r a Zurb mr 1 eK mausrnes, mc. i nu may i i i 1:sa:bz zui r rage z I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-X_PdEITtm756FHUVs3Z6BJdKUdO3W ZoH3A4ec?zHbjX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 20-22=-54, 28-29=-20, 23-28=-47(F= 27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) Q 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 verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indlcaled 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. fabrlcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSE-89 and BCSf 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 Carlton 299 T11100460 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu May 11 11:34:53 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-?Az?S5T WXQDztR3iPm4LkX9VZ117FOiQIggBBSzHbjW 1-0- 7-10-0 13-8-0 18-0-0 22-4-0 28-2-0 36-0-0 7-0- -0-0 7-10-0 5-10-0 4-4-0 4-4, 5-10-0 7-10-0 -0-0 Scale: 3/16"=1' 5x8 MT18HS = 5x8 MT18HS = 4.00 F12 3x4 11 5x8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 N N tC6 O 15 34 14 13 35 36 37 38 12 3911 40 10 4x5 = 3x4 11 4x6 = 6x10 = 6x10 = 4x6 = 3x4 1 4x5 = 7-i0-0 13-8-0 22-4-0 28.2-0 36-0-0 7-10-0 5-10-0 8-8-0 5-10-0 7-10-0 Plate Offsets (X,Y)-- (3:0-5-4 0-2-81 (5:0-4-0 0-3-01 (7:0-5-4 0-2-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.20 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.54 12-13 >497 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.82 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FB02014fTP[2007 (Matrix-M) Wind(LL) 0.1810-12 >999 240 Weight: 161lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 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 midpt 3-13, 5-13 4-13,6-12: 2x6 SP'No.2 REACTIONS, (lb/size) 2=435/0-8-0, 13=3484/0-8-0, 8=1277/0-8-0 Max Horz2=-97(LC 23) Max Uplift2=-314(LC 8), 13=-2069(LC 8), 8=-815(LC 8) Max Grav2=450(LC 17), 13=3484(LC 1), 8=1281(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/174, 3-22=112711999, 22-23=-1127/1999, 23-24= 1127/1999, 24-25=-1127/1999, 4-25=-112711999, 4-26=-1127/1999, 26-27=-1127/1999, 5-27= 1127/1999, 5-28= 2287/1407, 28-29= 2287/1407, 6-29=-2287/1407, 6-30=-2287/1407, 30-31= 2287/1407, 31-32=-2287/1407, 32-33_ 2287/1407, 7-33=-2287/1407, 7-8=-2864/1712 BOT CHORD 2-15=-201/252, 15-34=-206/280, 14-34= 206/280, 13-14= 206/280, 13-35=-250/453, 35-36— 250/453, 36-37= 250/453, 37-38=-250/453, 38-39=-250/453, 12-39=-250/453, 11-12=-1507/2684, 11-40= 1507/2684, 10-40=-1507/2684, 8-10=-1498/2654 WEBS 3-15=-154/615, 3-13=-2437/1488, 4-13=-645/593, 5-13=-2847/1823, 5-12=-1147/2155, 6-12=-617/576, 7-12=-445/312, 7-10=-152/612 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=12ft; B=59ft; L=36ft; eave=5ft; 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.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 314 lb uplift at joint 2, 2069 lb uplift at joint 13 and 815 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end'fixity model was used in the analysis and design of this truss. Continued on Daae 2 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE ' Design valid for use only with Mllek® 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 pemranent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/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 Type Qty Ply Carlton 299 T11108460 M11412 FGRA HIP 1 1 Job Reference (optional) Gnambere IrU55, ron rlerce, rL I D:kFvnsnOwY419Zh0 �nM31c6yIJ9g-?Az?S5T WXQDztR3iPm4LkX9VZ117F0iQIgg68SzHbj W NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 301 lb up at 7-10-0, 139 lb down and 170 lb up at 10-0-12, 139 lb down and 170 lb up at 12-0-12, 139 lb down and 170 lb up at 14-0-12, 139 lb down and 170 lb up at 16-0-12, 139 lb down and 170 lb up at 18-0-12, 139 lb down and 170 lb up at 19-11-4, 139 lb down and 170 lb up at 21-11-4, 139 lb down and 170 lb up at 23-11-4, and 139 lb down and 170 lb up at 25-11-4, and 261 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-137(B) 5=-103(B) 7=-137(B) 14=-49(B) 15=-389(B) 10=-389(B) 11= 49(B) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29= 103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B) 40=-49(B) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0.7473 rev. 10/0312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdcatiom 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 Type Qty Ply Carlton 29sT71108461 M11412 FJ2 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.64U s Apr i a zuro mi r ek mausmes, inc. Thu May ii i i:34:54 zer r rage i I D:kFvnsnOwY419Zh0_nM31 c6y1J9g-TN W NfRU81 kLgVbduzUbaGkigfQpX_fmaXUZlhuzHbjV -1-0-0 2-0-0 -- ' 1.0.0 2-0-0 ' Scale = 1:7.9 3X4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defy Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz 2=67(LC 8) Max Uplift3=-30(LC 8), 2=-131(LC 8), 4=-3(LC 5) Max Grav3=38(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (Ib) - 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=12111; B=59ft; L=36ft; eave=5fh 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 30 lb uplift at joint 3, 131 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0=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 appllcabdity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108462 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3X4 = r.oav s Apr iv zv io M i ek mousuies, mu. Ti,. Niay i i 11.34.54 20,7 r.!J. , I D:kFvnsnOwY419Zh0_nM31c6yIJgg-TN W NfRU8lkLgVbduzUbaGkioBQnZ_fmaXUZlhuzHbjV 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TOLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(f L) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=77/Mechanical, 2=224/0-8-0, 4=36/Mechanicai Max Harz 2=102(LC 8) Max Uplift3=-73(LC 8), 2=-168(LC 8), 4= 2(LC 8) Max Grav3=80(LC 13), 2=224(LC 1), 4=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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=12fh B=59ft; L=36ft; eave=5fh 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 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 73 lb uplift at joint 3, 168 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 parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03P1015 BEFORE USE Design valid for use ody with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance 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 TrussTruss Type Qty Ply Carlton 299 T11106463 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mirek Industries, Inc. Thu May 11 11:34:66 2017 rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-xZ4mtnVm32Th61C4XB6ppyFtxg3-j60j18J I D KzHbjU 1-0-0 6-0-0 Scale = 1:14.8 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight: 20lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Horz2=140(LC 8) Max Uplift3=-115(LC 8), 2= 215(LC 8) Max Grav3=123(LC 13), 2=316(LC 1), 4=88(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=12ft; B=59fh L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.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 115 lb uplift at joint 3 and 215 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 - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII--7473 rev. 10(0=015 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k' prevent Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Carlton 299 T11108464 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3X4 = 8-" 7.640 s Apr 19 2016 MI I ek Ineuslrles, Inc. Thu May 11 11:34:55 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-xZ4mtnVm32Th61C4XB6ppyFw2g6Qj6Ojl8J1 DKzHbjU LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 TCDL 7.0 Lumber DOL 1,25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.01 2 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 REACTIONS. (lb/size) 3=161/Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=178(LC 8) Max Uplift3=-167(LC 8), 2= 455(LC 8), 4= 114(LC 8) Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.2 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 167 lb uplift at joint 3, 455 lb uplift at joint 2 and 114 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. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIh7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSt 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 Carlton 299 T11108465 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) ChambaSs Truss, Fort Pierce, FL 1-0-0 3x4 = 7.640 s Apr 19 2016 MI I eK industries, Inc. Thu May 11 11:34:55 2017 rage 7 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-xZ4mtnVm32Th61C4XB6ppyFxHg6bj6Ojl8J1 DKzHbj U LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.20 4-7 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.08 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=157/Mechanical, 2=396/0-8-0, 4=69/Mechanical Max Horz2=175(LC 8) Max Uplift3=-154(LC 8), 2— 257(LC 8) Max Grav3=164(LC 13), 2=396(LC 1), 4=117(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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=12ft; B=59ft L=36ft; eave=5ft; 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 154 lb uplift at joint 3 and 257 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 MITEKREFERANCE PAGE MIP7473 rev. 10/032015 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 design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T777o6ass M11412 KJ8 MONO TRUSS 2 t Job Reference (optional) Chambers Truss, Fort Pierce, FL /.b4U s Apr IV LV 10 mi r eK inue5rries, Inc. i nu may is i I 4 r ruqu i I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-Qle847W OgLbXkvnH5ud2L9n7gESBSUDt_o2slmzHbl7 i 1-5-0 ' 7-2-7 4-0-9 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 3x4 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. DEFL. in (loc) Well Ud TC 0.21 Vert(LL) 0.05 6-9 >999 240 BC 0.22 Vert(TL) -0.08 6-9 >999 240 WB 0.32 Horz(TL) 0.01 5 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=476/0-11-5, 5=386/Mechanical Max Horz 2=178(LC 21) Max Uplift4=-96(LC 8), 2=-422(LC 8), 5= 344(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-818/637, 10-11=-797/619, 3-11=-768/578 BOT CHORD 2-13= 634/776, 13-14= 634/776, 6-14=-634/776, 6-15=-634/776, 5-15=-634/776 WEBS 3-6=-81/269, 3-5=-851/695 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% Structural wood sheathing directly applied orb-0-0 oc purlins. Rigid ceiling directly applied or 9-1-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12fh B=59ft; L=36111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 4, 422 lb uplift at joint 2 and 344 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0, 114 lb down and 101 lb up at 5-8-15, 114 lb down and 101 lb up at 5-8-15, and 137 lb down and 143 lb up at 8-6-14, and 137 lb down and 143 lb up at 8-6-14 on top chord, and 69 lb down and 28 lb up at 2-11-0, 69 lb down and 28 lb up at 2-11-0, 84 lb down at 5-8-15, 84 lb down at 5-8-15, and 98 lb down and 14 lb up at 8-6-14, and 98 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B= 1) 12=-83(F= 42, B= 42) 13=14(F=7, B=7) 14=-20(F— 10, B=-10) 15=-50(F= 25, B=-25) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE." Design valid for use only with MIT06) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton 299 T11108467 M11412 KJAB MONO TRUSS 2 1 Job Reference (optional) Ohambe7s Truss, Fort Pierce, FL r.oao s npr ra ev ro mnei, mausmes, nw. I ilu rviay r r I i.o•r. r 4v 1 r r,w, 1 I D:kFvnsnOwY419ZhO_nM3lc6yIJ9g-uyCW ITXOafjOM3MTec9HuNKJieoeBycODSoPHDzHbjS -1-5-0 6-10-0 11-0.3 1.5.0 6-10-0 4-2-3 Scale = 1:20.4 3x4 = ~V 3x4 = 6.10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(fL) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.31 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 43lb 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. (lb/size) 4=110/Mechanical, 2=459/0-11-5, 5=368/Mechanical Max Horz2=175(LC 8) Max Uplift4=-109(LC 8), 2= 326(LC 8), 5=-195(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-803/501, 10-11=-785/475, 3-11=-758/441 BOT CHORD 2-13= 496/764, 13-14= 496/764, 6-14=-496/764, 6-15= 496/764, 5-15=-496/764 WEBS 3-6=0/253, 3-5=-830/538 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36fh eave=5ft; 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 109 lb uplift at joint 4, 326 lb uplift at joint 2 and 195 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0, 114 lb down and 101 lb up at 5-8-15, 114 lb down and 101 lb up at 5-8-15, and 137 lb down and 143 lb up at 8-6-14, and 137 lb down and 143 lb up at 8-6-14 on top chord, and 11 lb down and 31 lb up at 2-11-0, 11 lb down and 31 lb up at 2-11-0, 26 (b down and 30 lb up at 5-8-15, 26 lb down and 30 lb up at 5-8-15, and 40 lb down and 14 Ib up at 8-6-14, and 40 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F= 1, B= 1) 12= 83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F= 25, B=-25) A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE * Design valid for use onty wilh MITekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component- not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 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. O'r/16" - -I- For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in Mirek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 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. Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS R JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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 ff. 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.