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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 Site Information: Customer Info: Wynne Development Corp Lot/Block: Address: unknown City: St Lucie County File Copy MiTek USA, Inc. 6904 Parke East Blvd. Project Name: M11412 Model: Tampa, FL33610-4115 Subdivision: State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal#I Truss Name I Date I No. I Seal# I Truss Name I Date 1 T11108450 A 5/11/17 118 IT111084671KJA8 5/11/17 12 I T11108451 1 Al 1 5/11/17 1 ] 9 13 1 T11108452 ( A2 1 5/11 /17 14 I T11108453 I A3 1 5/11 /17 15 1 T11108454 1 A4 5/11/17 6 T11108455 A5 5/11/17 17 _ T111084561ATA 5/11/17 18 T11108457 ATB 5/11/17 19 I T11108458 1 ATC 5/11/17 110 1 T11108459 BHA 5/11/17 Ill T11108460 GRA 5/11/17 L12 �T11108461 �J2 5/11/17� �13 T11108462 J4 5/11/17 14 IT11108463 I J6 5/11/17 15 I T11108464 1 J8 5/11/17 .16 � T11.108465 1 JA8 5/11/17 1'7 T11108466] 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. PSIAI�A� ��.Z•O •' G E A. •. 6,9 .�� No 39380 X= - :� ST F : tJJ ONA%-IE;;,`�� Ilillll Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 11,2017 Albani, Thomas 1 of 1 Jab Truss Type Qty Ply Carlton 299 F11urz M11412 A AL 1 1 Job Reference (optional) 6 nbers truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Thu May 11 11:34A5 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-EeU_mMN UPzC5wDR9x5xTPrg4coXSNOXFSaumsvzHbje 1-0- 8-6-0 9-10-0 133-0 19-53 26-2-0 28-9-4 36-0-0 7-0 -0- 8.6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 -0-0 3x8 = 5x8 = 5x8 MT18HS= 4.00 12 3x4 \\ 4x5 = 4x6 = 4x4 = 3 4 23 245 6 7 25 26 8 16 15 4x4 — 3x4 zz 3x4 = 5x8 = 2.00 12 24 . i 9-10-0 13-8-0 19-53 24-6-0 i 26-2-0_1 - _ 36-0-0 ' 9-10-0 3-10-0 5-9-3 1 5-0-13 1-8-0 9-10-0 Plate Offsets (X Y)-- f2:0-0-2 Edge1 (4:0-5-4 0-2-8116:0-3-0,Edgel,f8:0-5-8,0-2-81,(10:0-2-10,Edgel,fl5:0-2-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.71 13-14 >610 360 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.61 13-14 >269 240 MT18HS BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.98 13-14 >440 240 Weight: 161 lb 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 Horz 2=-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; 6=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 tit 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. Scale = 1:64.7 1 c� 1 0 4x10 = GRIP 244/190 244/190 FT = 20% Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIF7473 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 vorlfy 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 orgy. Additional temporary and permanent bracing MiTek" is always roclulred for stability and to provost collapse: vfitr rt l"."sonal Injury and properly darrrrxJc. For gonoral guidance rogarct;ng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Ty Qty Ply Carlton 2ssT11106451 Fuss""pe M11412 Al 1 1 Job Reference (optional) 6 noers Truss, tort Fierce, tL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu May 11 11:34:46 2017 Page 1 I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-ig2M_iO7AH KyXMOMVoSix2NLECsZ6vPOhEdKPMzHbf d 1-0- 8-6-0 11-10-0 18-7-4 24-2-0 28-9-4 36-0-0 7-0 10 8-6-0 &4-0 6-9-4 5-6.12 4-7, 7-2-12 -0-6 Scale = 1:64.7 5x6 = 3x8 = 5x6 = 4.00 12 4 21 5 22 6 14 13 3x4 11 ax4 11 4x5 = 3x4 = . 5x6 = WO =- 2.00 12 8-6-0 13-8-0 18-7-4 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-11-4 5-10-12 4-3-4 7-2-12 Plate Offsets (X,Y)-- f8-0-2-10 Edqel f13.0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.56 10-11 >768 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.29 11-12 >334 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.54 Horz(TL) 0.47 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.78 10-11 >556 240 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyappiied 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 Harz 2=141(LC 7) Max Uplift2=-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, 10-1 1=-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. 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 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. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MITek' Is oKvays roquirod for Stability and to provont colicipso with pOwbir_ rx;rsonal Inf'.sy arld pror orry darnrg n. For gonoral guldanco rogarr-ting tilt fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108452 Ml 1412 A2 SPECIAL 1 1 Job Reference (optional) Chambers truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:46 2017 Page 1 I D: kFvnsnOwY419Zh0_nM3lc6y1J9g-ig2M_iO7AHKyXMOMVoSix2NL8Csf6slOhEdKPMzHbjd 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 �1 6 Scale = 1:64.7 5x6 = 5x6 = 3x4 = 4x6 4.00 F12 4 5 6 7 15 14 7x8 MT18HS= 3x6 % 3x4 11 5x8 = 4x10 = 2.00 12 22-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 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/TP12007 (Matrix-M) Wind(LL) 0.75 11-12 >578 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-6 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 REACTIONS. (lb/size) 2=1402/0-8-0, 9=1370/0-8-0 Max Horz2= 163(LC 6) 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=-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, 11-12=-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: 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) 9 considers parallel to grain value using ANSIITPI 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 MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing M!Tek' Is a0.vays reglAfcd for sictbllity and in provont collc pso with powIUla Ixxsonal Injury and proporty darn,:Un. W r gcnoral guldancc rogarding tho fabrication, storage, delivery, erection and bracing of trusses and thus systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component ICI 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Carlton 299 T11108453 Ml 1412 A3 SPECIAL 1 1 Job Reference (optional) Cnamoers i russ, Pon Pierce, rL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:47 2017 Page 1 I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-AObkB2PlxaTp9WbY3W zxUGwW gccvrJhYwuNlxozHbjc 1.0- 8-6.0 15-10-0 20-2-0 24-6-0 28-9-4 36-0-0 7-0- 18-6-0 7-4-0 4-4-0 4-4-0 4-3-4 7-2.12 -0 3x6 15 3X4 I I 4.00 F12 5x6 = Sx6 = 5x6 = 2.00 F12 28-9A Scale = 1:65.8 4x10 = Plate Offsets () ,Y)-- (2:0-3-14,0-1-81, f3:0-3-0,0-3-41, 17:0-3-o,Edgel, f9:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.55 11-12 >776 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.2711-12 >341 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.73 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.7711-12 >564 240 Weight: 166lb 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 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 2=1401/0-8-0, 9=1371/0-8-0 Max Horz 2=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, 11-12— 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=-2660/1611, 6-12=-981/1906, 8-12=-591/375 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 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 atjoint(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 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 MITEKREFERANCE PAGE Mll-7473 rev. 10/OZ2015 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Ls always rodu:rcd for stability and to provont collopso with pxaWbin powinal Injury and prcjprX rty ckirnagn. For gonon:ll guldarrcn rogarding 111ho fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street- Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11708454 M11412 A4 SPECIAL 1 1 Job Reference (optional) eis i.uss, run Pierce, rL 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu May 11 11:34:48 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-fD96POQNiubgngAkdD UA1TShOOYDajkh8Y6QTEzHbjb 1.0- 8-6.0 13-8-0 18-0-0 24-6-0 1-9-4 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- 4x5 = 4.00 F12 5x6 = 16 15 4x8 = 3x4 II 5x12 = 2.00 F12 Scale = 1:65.8 4x10 = 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 i 36-0-0 8-6-0 5-2-0 4-4-0 1 6-6-0 4-3-4 7-2-12 Plate Offsets (X,Y)-- j8:0-3-0,Edgej, f10:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.59 13 >727 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.82 13 >527 240 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 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 micipt 7-14 REACTIONS. (lb/size) 2=1402/0-8-0, 10=1370/0-8-0 Max Horz2= 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=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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- Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 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' B; aIwetys roc r:alrod for stability and to prcvcnt coIIC. iff o witri txa JUo rx rumal Injury and Ixorx I-ty darnragc. Kar gonordl gukKmco rogard1ng trio fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108455 M11412 AS SPECIAL 7 1 Job Reference (optional) ,oars Truss, Pon Pierce, FL 7,640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:48 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-fD96POQNiubgngAkdDUA1 TShOOYDajgh8Y6QTEzHbjb 1-0- 8-6.0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- -0-0 8-6-0 5-2.0 4-4-0 6-fi-0 4-3-4 7-2-12 -0-0 4x5 = 4.00 12 5x6 = 16 15 4x8 3x4 11 5x12 = 2.00 12 Scale: 3/16°=1' 4x10 = 8-fi-0 13-8-0 18-0-0 24-6-0 28-9-4 36-" 8-0-0 5-2-0 4-4-0 fi-6-D 4-3-4 7-2-12 Plate Offsets (KY)-- (8:0-3-0,Edgeh i10:0-2-10,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 0.55 Vert(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 at midpt 7-14 REACTIONS. (lb/size) 2=140210-8-0, 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh 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) 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) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always rrvautrrxl for stal>Etlty and to provost collopso With pov,,salo rw rsonal Injury and propct; y rfamagn. bN gonoral guldcncr: rogardir:g ttrn fabitcaliom 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 Carlton 299 T11106456 M11412 ATA COMMON 7 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:49 2017 Page 1 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 37" 1-0-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 6 4x5 = 4.00 12 5x6 = 17 '- 15 "" `" 14 '- 12 3x4 11 4x6 = 3x8 = 3x8 = 4x6 = 3x4 11 Scale = 1:62.4 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vett(TL) -0.70 14-15 >621 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight: 172 lb 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 directlyapplied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. REACTIONS. (Ib/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Harz2=-208(LC 6) Max Uplift2= 796(LC 8), 10= 796(LC 8) FORCES. (lb) - 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, 8-9=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 6-14=-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. 11; Exp C; Encl., GCpl=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.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. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with Mi1ek6 connectors. This design Is based ody 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 alwcxr, roc uirod for stability and to provont ,xAlapso with po. blc Ix-rson al Injury and property darnric. For goncrral rjuldancc rogarding tiro fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108457 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:50 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3Ic6yIJ9g-bbHtg3RdEVrOO_K7keXe6uX5SpOm2if_csbXY7zHbjZ r1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 37-0-0 1 0-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8 Scale = 1:62.4 4.00 F12 Sx6 = 1 � 6 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 3x5 = 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 W B 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0716-18 >999 240 Weight: 17216 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 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 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=-1941717, 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. 11; 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.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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' Is ahricrys rcquirod for stability and to provcnt coliapfX, with pa-Aljlo p rsonai Injury and proporty darna3c. 1-or gcncral giRICU rcc, Waarding ii rc fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI1TP11 Quality Criteria, DSE-89 and BCS1 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 M7ek Industries, Inc. Thu May 11 11:34:51 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g3orF1 PSF?pzFe8vJl L2te64GCDk?n9v7rW L54ZzHbjY r1-0-0 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 i 36.0-0 �7-0-0 4-1-14 4-1-14 8-1-1 1-0-0 �1 6 Scale = 1:62.4 4.00 F12 5x6 = 18 " 16 15 " 14 " 12 3x5 = 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 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) 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 FBC2014fFP12007 (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 except Qt=length) 14=0-11-5. (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- 1 6=-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; Vu1t=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 = 10.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 MnEK REFERANCE PAGE MI1--7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verily the applicabilily 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• N always rccluirod torstabitity and to pr0vcr0 coilapsc WIh lx :slblo personal injury and proix rty alarnagn. Mr gonoral guidance ra.3arding Tno tabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI1TP11 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 T71108459 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MI I eK Inausines, Inc. I nU May 11 11:34:b2 ZU1 f rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-X_PdEITtm756FH UVs3Z6BJdKUdO3WZoH3A4ec?zHbiX • 16-0-0 22-10-15 r1-0-Q aa0 , 12-a0 14-0-0 15-6-0 18-ao 2ao-o 22-0-0 2a-aq ze-a0 , 36-0-0 $7-aq 7-0-0 8-a0 4-a0 2-0-0 1-6-0 2-0-0 2-0-0 2-0-0 0-10-1 4-a0 8-a0 -0-0 0-6-0 1-1-1 Scale = 1:66.0 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED 3x5 = 3x6 11 4x6 — 6x8 = 6x8 = 3x6 I I 3x5 = 3x6 = 15-6-0 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 NO Code FBC2014/TPI2007 CS1. TC 0.73 BC 0.55 WB 0.80 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 28-31 i999 360 Vert(TL) -0.23 26-28 >822 240 Horz(TL) 0.05 21 n/a n/a Wind(LL) 0.11 28-31 >999 240 PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS IRow atmidpt 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 Qt=length) 25=0-11-5. (lb) - Max Horz2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 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—I372/663, 3-4=-212/715, 4-6=-212/715, 6-8=-212/715, 8-10-212f715, 10-11=-212f715, 11-13=-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=-989f761, 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=36ft; eave=5ft; Cat. I' 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 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 puffin representation does not depict the size or the orientation of the purlin 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 967lb 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 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MII-7473 rev. 101032016 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 ahvays rocll lnxl for Val;llity and in provent collapse with rXrs tblc pom nal Inpary and prolx f y darn0ge. K,r gencral guldanr a regarding tho 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 zss T11108459 M11412 BHA COMMON 1 1 Job Reference (optional) chambers I russ, Fort Pierce, FL 7.640 s Apr 19 2016 MITek Industries, Inc. Thu May 11 11:34:52 2017 Page 2 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-X_PdEITtm756FH UVs3Z6BJdKUd03WZoH3A4ec?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 MITEKREFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. ' Design valid for use only with Mffek® 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' B; afwcrys roclul[ad for stability and to provord Coilap:.r, with poWlAo poivi.-Yal Injury and properly darrrclgo. I -or (�jcncral guldcInco regarding thr: 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. Alexandrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T11108460 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi rek Industries, Inc. Thu May 11 11:34:53 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-?Az?S5TWXQDztR3iPm4LkX9VZ117FOiQl ggBBSzHbjW 1-0- 7-10-0 13-8-0 18_o 0 22-4-0 28-2.0 36-0-0 $7-0- -0-0 7-10.0 5-10-0 4-4-0 4-4-0 5-10-0 7-10-0 -0-0 6 Scale: 3/16"=1' 5x8 MT18HS = 5x8 MT18HS = 4.00 12 3x4 11 5x8 = 3x4 11 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 15 34 14 13 35 36 37 38 12 3911 40 10 4x5 = 3x4 II 4x6 = 6x10 = 6x10 = 4x6 = 3x4 I 4x5 = 7-10-0 13-8-0 22-4-0 28-2-0 36-" 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,j7:0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Well L/d 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 WB 0.82 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.18 10-12 >999 240 Weight: 161 lb 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 micipt 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) MaxGrav2=450(LC 17), 13=3484(LC 1), 8=1281(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/174, 3-22=-112711999, 22-23=-112711999, 23-24=-1127/1999, 24-25=-1127/1999, 4-25=-1127/1999, 4-26=-112711999, 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=12Bmph; 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 z A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MflEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporaryand permanent bracing MiTek' Is alwcrys tr rulrod for stablilry and fo paovcnt collap''. with po.Wblo rxfscn al Injury anct prop rty darncjc. t _ir gonoral {;ulckrnco rrY(Arcling UK' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI 8ulfding 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 2ss T11103460 MI 1412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mi I eK Industries, Inc. I hu May 11 11:34:53 2017 Page 2 ID:kFvnsnOwY419ZhQ_nM3lc6ylJ9g-?Az?S5TWXQ DZtR3iPm4LkX9VZ117FOiQIggBBSzHbj 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 ib 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) 1 1=-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 Mll-7473 rev. 10/03,2015 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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• N pIVtC.tys m-clu'dod for stabillry and to provost cotlapso wilh r.,oWIlo ix'=nal Injury aw.1 prolx rty damage- Fix general guidcittcc Togarding tho fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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 City Ply Carlton 299 T71108461 M11412 J2 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3X4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:54 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-TN W NfRU8lkLgVbduzUbaGkigfQpX_fmaXUZlhuzHbjV 2-0-0 2-0-0 Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 ri/a BCDL 10.0 Code FBC2014ITP12007 (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 pudins. 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 Horz2=67(LC 8) Max Upl1ft3=-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. (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=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 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 M/TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mffek® 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 V always rrxlukod tar stability r.,nd to provont collapso with po—W Ao rx rsonal InJury and prolx rty dar `10gC% For goncrai 3:.11dcpnce rrrjarding the fabricatiort 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 Carlton 299 T11108462 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:54 2017 Page 1 I D:kFvnsnOwY419Zh0_nM31c6ylJ9g-TN W NfRU8lkLgVbduzUbaGkioBQnZ_fmaXUZlhuzHbjV 1-0-0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -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. (fblsize) 3=771Mechanicaf, 2=22410-6-0, 4=36/Mechanical Max Horz2=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 directlyapplied or4-0-0 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=59fh 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 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. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing MOW is always rcrluUcd for stability and to provcnt collapso with Lxx',. to rx--T final Injury and prolx:rty rlarnago. hir goncral guldcmco regarclin3 ihn fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/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 3361 D Truss Truss Type Qty Pry Carlton 299 T11108463 �ob 11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:55 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-xZ4mtnVm32Th61C4XB6ppyFtxg3-j6Ojl8Jl DKzHbjU 6.0.0 6-0-0 Scale = 1:14.8 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in- (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 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 BCLL 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 puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanlcal, 2=31610-8-0, 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. (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=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 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. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual twliding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Add(flonal temporary and permanent bracing MiTek' l; always raquirod for stalAllty and to provcrd collops .• with I:,o,flAo lx lsrj xrl Injury and prolxrty cNtrnr�r. a. For gr norai grildanCc rog(ne.li t' the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton 299 T11108464 M11412 JB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3X4 = 8-0.0 7.640 s Apr 19 2016 Mi rek Industries, Inc. Thu May 11 11:34:55 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-xZ4mtnVm32Th61C4XB6ppyFw2g6Qj6Ojl8J1 DKzHbj U Scale = 1:19.2 8-0-0 8-M Plate Offsets (X,Y)— [2:0-1-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 244/190 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 WB 0.00 Horz(TL) -0.01 2 n/a nfa BCDL 10.0 Code FBC2014/-rP12007 (Matrix-M) Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pUdins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=12ft; 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 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is aiwc.fys rG4lUirod for stability and to prevent 00110pSc. Wrh TX)s b:c Ix rv< rval Ir Ilwy and I:,ra f.;ny cK1rn1:1g0. Mr tfc ncxal 0111da-,CO 1c gardirO thrn 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 T71108465 ( M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-0-0 3x4 = 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu'May 11 11:34:55 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6y1J9g-xZ4mtnVm32Th61C4XB6ppyFxHg6bj6Ojl8Jl DKzHbjU 7-10-0 7-10-0 Scale = 1:17.4 7-10-0 Plate Offsets (X,Y)-- f2:0-1-10,Edgel LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 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 rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.08 4-7 >999 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directiyapplied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 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=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 Toads. 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' is alway-,; roquire-d for stability and to prow,nt ceillapf'O with INJ.,NIO por:,onal Injury and pTq:W; 7y darOCKJO. KN gcrnoral guldcnco nXJardin3 ttio 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 T11108466 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu May 11 11:34:56 2017 Page 1 I D: kFvnsnOwY419Zh0_nM3lc6ylJ9g-Qle847 W OgLbXkvnH5ud2L9n7g ESBS U Dt_o2slmzHbjT i -1-5-0 7-2.7 11-3-0 1-5-0 7-2-7 4-0-9 cxu i i 3x4 = 3x4 = 7-2-7 11-0-12 1 -3 7-2-7 3-10-5 -2-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight: 44 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 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=476/0-11-5, 5=386/Mechanical Max Horz2=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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59fh L=36fh eave=5f; 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 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 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 Ib 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) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for 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 provont coilopso with pomblo p rsorxti injury and Ixop rty rlclrnr-Jc. For ocnoual guldanco regclydin.0 Rho fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Perke 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 T11106467 M11412 KJAB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-5-0 6-10-0 1-5-0 6-10-0 3x4 = 7.640 s Apr 19 2016 MTek Industries, Inc. Thu May 11 11:34:57 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uyCW ITXOafjOM3MTec9HuNKJieoeBycODSoPHDzHbjS Scale = 1:20.4 3x4 = 6-10-0 i 11-0-3 6-10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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(TL) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (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 1Jplift4= 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=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 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 lb 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 lb 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) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M1I--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 thus web and/or chord members only. Additional temporary and permanent bracing MiTek' is ceways roqulred for st«Dillty and to pfavont collapse. vAth l:w ,IIAo 1,orson al Injury and proporty ckarnagr% for general guldrurcc rogcudiruJ III( - 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 16luality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes 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. - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available .in MTek 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/TPII: 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. 6-4-8 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS Q c O U a- O 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: Mll-7473 rev. 10/03/2015 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 190/. at time of fabrication. 9. Unless expressly noted; this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, s¢e, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose 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.