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HomeMy WebLinkAboutTRUSSs � , Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' 2 SCANNED BY RE: M11412 - Carlton 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Development Corp Project Name: Carlton 299 Model: Tampa, FL 33610 4115 Lot/Block:, Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: . License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/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. I Seal# I Truss Name Date No. I Seal# I Truss Name Date 1 IT126736981A 12/7/17 118 1 T12673715 1 KJAB 12/7/17 12 I T12673699 1 Al 1 12/7/17 1 1 1 1 1 �� 1 1 1 13 I T12673700 1 A2 1 12/7/17 14 I T12673701 I A3 1 12/7/17 15 I T12673702 1 A4 1 12/7/17 16 1 T12673703 1 A5 1 12/7/17 17 1 T12673704 1 ATA 1 12/7/17 18 1 T12673705 1 ATB 1 12/7/17 19 1 T12673706 1 ATC 1 12/7/17 110 1 T12673707 1 BHA 1 12/7/17 ill I T1 2673708 1 GRA 1 12/7/17 112 I T12673709 I J2 12/7/17 113 I T12673710 I J4 12/7/17 114 I T12673711 I J6 1 12/7/17 115 I T12673712 I J8 1 12/7/17 116 I T12673713 1 JA8 I 1 WI17 117 I T12673714 1 KJ8 1 12/7/17 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: Velez, Joaquin 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/rPI 1, Chapter 2. ALE 00"I"Y j11IN1'�/�� ,. N ,i �6818.2 • 13 Z13 STATE OF S/CNALE�.. �p/11111111 Jo quin elez PE No:68182 M A US , Inc. FL Cert 6634 69g4 Par , East Blvd. Tampa FL 33610 1-01 December 7,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Oty Ply Carlton 299 T12673698 M11412 A SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:19 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-kTZnOgMgX2eBVKpkywzaUXuTxtXN9kl VzRm24tyBOVc 1-0-0 8-6-0 9-10-0 13-8-0 19-5-3 26-2-0 28-9-4 36-0-0 7-0 -0-0 8-6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 -0-0 5x8 = 4x5 = 4.00 12 3x4 \\ 3 4 23 245 6 5x8 MT18HS= 4x6 = 4x4 = 6 7 25 26 8 3x4 16 15 4x4 = 3x4 = 3x8 = 3x4 = 5x8 = U10 2.00 12 i 9-10-0 13-8-0 , 19-53 24-6-0 26-2-0 36-0-0 A-in-n 3-1n-o S-A-R S-n-13 1-R-n 9-70-0 Scale = 1:64.7 Plate Offsets (X,Y)-- (2:0-0-2,Edgel, f4:0-5-4,0-2-81, f6:0-3-O,Edgel, f8:0-5-8,0-2-81, f10:0-2-10,Edgel, f15:0-2-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.71 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 WB 0.77 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.9813-14 >440 240 Weight:161 lb 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 Horz 2= 119(LC 6) Max Uplift2=-856(LC 8), 10=-836(LC 8) FORCES. (lb) - 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=5911; L=36ft eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 100 lb uplift at joint(s) except Qt=lb) 2=856, 10=836. 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 MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673699 M11412 Al SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t.bqu s Aug i b zu1 i mi i eX mausmes, inc. r nu Doc ur vb:a-rJ u — r r 9n I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-kTZnOgMgX2eBVKpkywzaUXuZptXF9ofVzRm24tyBQVc 1-0- 8-6-0 11-10-D 18-7-4 24-2-0 28-9-4 36-0-0 7-0- -0-0 8.6.0 3-0-0 6-9.4 5.6-12 4-7-4 7-2-12 -0-0 4.00 F12 5x6 = 21 3x8 = 5x6 = 22 6 14 13 3x4 11 OXq Scale = 1:64.7 4x5 = 3x4 5x6 2.0012 = 410 = r 8-6-0 13-8-0 18-7-4 24-6-0 i 28-9.4 36-0-0 A-R-n F-9-n d-11-d 5-10-12 4-3-4 7-2-12 Plate Offsets (X,Y)-- f8:0-2-10 Edclel f13:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 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 WB 0.54 Horz(TL) 0.47 8 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.78 10-11 >556 240 Weight: 163lb 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 Uplift2— 856(LC 8), 8=-836(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3121/1775, 3-4=-3083/1885, 4-2 1 =-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. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at Joint(s) 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 100lb uplitt at jolnt(s) except (it=lb) 2=856, 8=836. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® conneclors. 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 bulldfng 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 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 Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type Qty, Ply Carlton 299 T72673700 M11412 A2 SPECIAL 1 i Job Reference (optional) Chambers'Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:20 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6yIJ9g-Cf79DOMSIMm27UOwWdUp1 kQkTGtauCEeC5VbdJyBQVb 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 -0-0 8-6-0 5-4-0 4-2-0 4-2-0 2-4-0 4-3.4 7-2-12 -0-0 4.00 12 3x6 5x6 = 3x4 = 5x6 = 4X 5 6 7 15 14 7x8 MT18HS = 3x4 11 5x8 = 2.00 12 Scale = 1:64.7 4x10 = i 6-6-0i 13-8-0 22-2-0 24-6-0 i_ _ 28-9-4 e_c LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.54 11-12 >798 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.24 11-12 >349 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.46 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.75 11-12 >578 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 167 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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=-3021/554619-11=-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=-100311854, 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=4.2psh BCDL=3.Opsf; h=12fh B=59ft L=36fh eave=5ft Cat. II; Exp C; Encl., GCpl=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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except Qt=lb) 2=855, 9=837. 9) "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 M/TEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for 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/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T72673701 M11412 A3 SPECIAL 1 1 Job Reference (optional)" Chambers Truss, Inc., Fort Pierce, FL /.b4U s Aug 1b zut / Mi r ex inousrnes, inc. Thu Doc 07 un:ao:zi ev i r rage i I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-hrgYRMN53guvkez74KO2ayzv9gDgdfAnRIF99IyBQVa 1-0- 8-6-0 15-10-0 20-2-0 24-6-0 28-9-4 36-0-0 7-0- -0-0 8-6-0 7-4-0 4-4-0 4-4-0 4-3-4 7-2-12 -0-0 3x6 15 3x4 II 4.00 12 5x6 = 5x6 = 5x6 = 2.00 12 4x10 Scale = 1:65.8 8-6-0 13-8-0 , 20-2.0 24-6-D 28-9-4 36-0-0 8-6-0 5-2-0 6-6-0 4-4-0 4-3-4 7.2-12 r Plate Offsets (X,Y)-- f2:0-3-14,0-1-81, (3:0-3-0,0-3-41, (7:0-3-0,Edgej, 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 >778 360 MT20 2441190 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(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.77 11-12 >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 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 6-13 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 (Ib) 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: 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., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=855, 9=837. 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 WTEK 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. Additional temporary and permanent bracing MOW MO OC• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of musses 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 Carilon 299 T72673702 M11412 A4 SPECIAL 1t 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:22 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69 W4j4Y8M3DxgP_ihByBQVZ Vol 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 6-6-0 4-3-4 7-2-12 -0 4.00 12 5x6 = Scale = 1:65.8 ich 16 15 4x8 = 4x5 = 3x4 I 5xl2 = 4xt0 = 2.00 12 8.6-0 t3 8-0 18-0-0 24 6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7.2-12 Plate Offsets (X Y)-- r8.0-3-0 Edgel f 10.0-2-10 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 >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: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4SPNo.3 WEBS 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 Structural wood sheathing directly applied or 2-7-2 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 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) 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 100 lb uplift at Joint(s) except Qt=lb) 2=856, 10=837. 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. 10/0=015 BEFORE USE. Design valid for use only with MliekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 inks 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 T12673703 M11412 A5 SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2011 Mi I ek Industries, Inc. I nu Dec U7 U6:35:22 2017 rage 1 I D:kFvnsnOwY4i9Zh0_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69 W 4j4Y8M39xgP_ihByBQVZ 1-0- 8-6-0 13 8-0 18-0.0 24-0-0 28-9 4 36-0-0 7-0- -0-0 8-6-0 5-2-0 4-4-0 6-6.0 4-3-4 7-2-12 -0-0 �t 6 Scale: 3/16'=l' 4.00 F12 5x6 = 16 15 4Xt5 4x5 = 3x4 11 5xl2 = 4x10 ZZ 2.00 12 8-6-0 13-8-0 , 18.0.0 24-6-0 I 28-9-4 _I __ 36-0-0 8 6.0 5-2-0 4 4-0 6f-0 4-3 4 7-2-12 Plate Offsets (X,Y)-- f8:0-3-0,Edge1, (10:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) 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 FBC2014ITP12007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc 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=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. 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 100 lb uplift at joint(s) except Qt=lb) 2=856, 10=837. 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 MtTEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE I Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply carbon 299 T72673704 M11412 ATA COMMON 7 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 7.640 S Aug 16 2011 MI I eK Industries, Inc. Thu Dee 07 06:35:23 201 r rage 1 I D:kFvnsnOwY419ZhC_nM3lc6ylJ9g-d Eolr2 PLbH8d_x7VB12WfN21 H U_Y5dN4u3kFEeyBQVY 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 5-9-1 4.1-i4 4-1-14 5-9-1 8-1-1 1-0-0 4x5 = 4.00 12 5x6 = 17 .- 15 "" 14 .- 12 3x4 II 4x6 = 3x8 = 3x8 = 4x6 = 3x4 11 Scale=1:62.4 4x5 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell 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 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/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 directly applied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. 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. (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=-2709/1346, 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=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=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 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=796, 10=796. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. IOM312015 BEFORE USE. Design valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314._ Tampa, FL 33610 Job Truss Truss Type Qty Ply Carfion29s T12673705 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:24 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-5QMg3OPzMbGUb5ihITZIBabU nuOhg28E7jTpm4yBQVX 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 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-o-0 71 6 3x5 = 4.00 12 5x6 = 18 .1 16 15 — — 14 — 12 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 Scale-1:62.4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl 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/rP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 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. (Ib) - 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=12fh 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) 100.0Ib 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 100 lb uplift at joint(s) 15 except 011=11b) 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 Mll-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must vedfy 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!Te k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, F6-33610 Job Truss Truss Type Qty Ply Carbon 299 T72673706 Mt 7412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 a Aug 16 2017 MITeK Industries, Inc. l hu Dec 07 06:352b ZU1 f Vage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Zdw2GkQb7uOLDFHuJA4_koBfXHkwZVONMN DMI W yBQV W 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 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 �1 0 4.00 f 2 5x6 = 18 16 15 "' 14 — 12 3x5 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 I = Scale =1:62.4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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/TP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 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=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) 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 = I 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. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE . Design valid for use only with M(Iek® 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 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/1PI 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 T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) chambers I russ, Inc., ron rlerce, FL r.ovu s Aug i o —. r m.. eR --n—, mc. , nu uec ur va.a . cv i r Faye i I D:kFvnsnOwY4i9Zh0_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubD H?gjph0_IvIXb1 ywgzyBQVV 16-0.0 22-10-15 12-0-0 14-0-0 15-6-0 18-0-0 20.0-0 22-0-0 4-0. 28-0.0 36-0-0 7-4 -0.0 6-0-0 4-0.0 2-0.0 1-6-0 2-0.0 2-0.0 2.0.0 0.10.1 4-0-0 8-0-0 -D-O 0-6-0 1-1-1 Scale = 1:66.0 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 3x5 = 3X6 11 46 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.55 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 5x6 = 25 23 6X8 3X6 I 3X6 = DEFL. in (loc) I/deft Ud Vert(LL) -0.08 28-31 >999 360 Vert(TL) -0.23 26-28 >822 240 Hotz(TL) 0.05 21 n/a n/a Wind(LL) 0.11 28-31 >999 240 3x5 = 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 purling. 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 Qt=length) 25=0-11-5. (lb) - Max Harz 2=-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=1010(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 =-1 372/663, 3-4= 212/715, 4-6=-212/715, 6-8= 212/715, 8-10=-212/715, 10-11=-212/T15, 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=-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. I Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 Ito 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 puriin 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 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). Standard WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an InclMdual 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, se.eANSI/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 T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /.69V a Aug l b 2ul / ml I eK mouslrles, mc. 1 nu uec u r vu;6D;4u — i / rage e I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubD H?gjph0_IvlXblywgzyBQVV LOAD CASE(S) Standard 1) Dead-F 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 Sulte 3 1 Z Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673708 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.64U s Aug 16 2011 mi i ex maustries, inc. i nu uec ut utssub:z t zui r rage i I D:kFvnsnOwY419Zh0_nM3ic6ylJ9g-V?2phPSrfW f3SZQGQb6SpD Duu5J21 MBgphi TN PyBQVU 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 4-4-0 5-10-0 7-10-0 -0-0 1 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 11 4x5 = 7-10-0 15-10-0 8-8-0 5-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.20 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.54 12-13 >497 240 BCLL 0.0 " Rep Stress Incr NO WB 0.82 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.18 10-12 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=435/0-8-0, 13=3484/0-6-0, 8=1277/0-8-0 Max Horz 2=-97(LC 23) Max Up1ift2= 314(LC 8), 13=-2069(LC 8), 8=-815(LC 8) Max Grav2=450(LC 17), 13=3484(LC 1), 8=1281(LC 18) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 161 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 1 Row at midpt 3-13, 5-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/174, 3-22=-1127/1999, 22-23=-1127/1999, 23-24— 1127/1999, 24-25=-1127/1999, 4-25=-1127/1999, 4-26=-1127/1999, 26-27— 112711999, 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; 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) 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. v N to Im 6 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE 11111-7473 rev. 1010372015 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 MR 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 M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrtcatlom 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 Alexar)dda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply Carlton 29s T12673708 M11412 GRA HIP 1 1 Job Reference o tional chambers I russ, Inc., Fon Fierce, rL I— a ruy i o co 11 rvn inn nmuamea, iuu. , uu w—, oo.w.Vo ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-V?2phPSrfwf3SZQGQb6SpDDuu5J21MBgphTi NPyBQVU 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, 13916 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) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRekb connectors. This design Is based only upon parameters shown, and is for an ladividual 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. Additlonai temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T72673709 M11412 J2 MONO TRUSS 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:27 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-V?2phPSrIW f3SZQGQb6SpDD2E5U D1 Y?gphiTNPyBOVU 1-0-0 2-0-0 Scale = 1:7.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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/fP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight: 8lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=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. Q WARNING- Verify design paramerem and READ NOTES ON THIS AND INCLUDED M/rEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design is Lased only upon parameters shown. and is for an Individual building component not Vol' 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 M!Tek' is always required for stability and to prevent collapse with posstbte personal injury and property damage. For general guidance regarding the fabricatlon, 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 City Ply Carlton 299 T12673710 M11412 J4 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:28 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-_CCBvFrUPpnw4i?T_IehMQmBWVoUm.I 2L11Ovey__ 1 1-0-0 4-" Scale - 1:11.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in poc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 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 Weight: 14lb FT=20% 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=38/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. 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=1211; B=59ft; L=36ft; eave=5ft; Cat. Il; 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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. " Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual buliding 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 bulld(ng 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, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T72673711 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:28 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-_CCBVITU Ppnw4i?T_IehMQm6XVkgm? Fp2LROvryBQVT 6-0-0 1-0-0 6-0-0 Scale = 1:14.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl 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 FBC2014[TP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight: 20lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-6-0, 4=53/Mechanical Max Harz 2=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=59fh 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE 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 indhAdual [wilding component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overallbuild Is to nollapselng iIndividual rd membersAdditional temporary and Went bracing and/or operty bility njury F 1A IVI iTek° is alwlng ayys required for stan. and to prevent cdicated with possible personal and prb damage. r 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 Carkon 299 T12673712 M11412 is MONO TRUSS 11 1 Job Reference (optional) Chambers`Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 U6:3b:292rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-S09Z65T6A7vmisafY09wuel KNv6LVRVzH?BaRHyBQVS -1-0-0 8-0.0 _ 1-o-0 8-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Harz 2=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 pudins. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0372015 BEFORE USE. ' Design valid for use only with Mlfek® conneclors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton 299 T12673713 M11412 JA8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:29 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SO9Z65T6A7vmisafYO9wuel Lcv6W VRVzH?BaRHyBOVS 7-10-0 7-10-0 Scale=1:17.4 3x4 = 7.10.0 Plate Offsets (X,Y)-- f2:0-1-10,Edge1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Lid 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 n/a BCDL 10.0 Code FBC2014lTPI2007 (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 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. 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=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only wilh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabdcatlom 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 Carhon 299 T72673714 M11412 KJB MONO TRUSS 2 1 Job Reference (optional) Chamberg'Truss, Inc., Fort Pierce, FL 1.540 s Aug I z01I nv I eK mausines, mc. i nu uec ui ue:a :du eui r rage r I D:kFvnsnOwY4l9Zh0_nM3lc6yIJ9g-wajxJ RU kxR 1 dJ09r6jg9RrrX?IS6Epi6Vfw7zkyBQVR -1-5-0 7-2-7 113-0 1-5.0 7-2-7 4-0-9 3x4 = 3x4 = 7-2-7 F_ 3-10-5 d-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 6-9 >999 24D 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 FBC20141TP12007 (Matrix-M) Weight: 44lb 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=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) a 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 Ito 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 (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 MITEK REFERA NCE 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 Temporary and permanent bracing Welk' Is always required for slability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673715 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) ChamberErTruss, Inc., Fort Pierce, FL 7.1541) S Aug 15 ZUl r MI18K Inaustries, Inc. I nu Uec Ur UU:ab:3U ZUl r rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wajxJ RUkxR1 dJ09r6jg9RrrYH ISKEgr6Vfw7zkyBQVR •1-5-0 6-10-0 11-0-3 ,_0 6-10-0 4-2-3 Scale = 1:20.4 3x4 = �w 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6-9 >999 240 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 FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or 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=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 137lb 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 (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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 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 ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/1 dr For 4 x 2 orientation, locate plates 0-111b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 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 SCSI. 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, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 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.