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HomeMy WebLinkAboutTRUSSLumber design values;are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. iTe k® a� RE: .M114412 - Carlton 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Wynne Development Corp Project Name: Carlton 299 Model: 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 Heigh1l 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date I No. Seal# I Truss Name Date 112/7/17 1 IT126736981A 12/7/17 118 1 T12673715 1 KJAB 12 1 T12673699 1 Al 1 12/7/17 1 1 1 13 1 Ti 26737001 A2 112/7/17 14 1 T12673701 1 A3 j 12/7/17 15 1 T12673702 1 A4 1 12/7/17 16 I T12673703 I A5 1 12/7/17 17 1 T12673704 1 ATA 1 12/7/17 18 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 11 I T1 2673708 1 GRA 1 12/7/17 112 I T12673709 I J2 1 12/7/17 113 I T12673710 I J4 1 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 1 12/7/17 117 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/TPI 1, Chapter 2. a ,�y1111I1111J `��� I N VFW i,�i 0 68-182 :-33 STATE OF :��� o J aq in Velez PE No.68182 WKffe� USA, Inc. FL Cert 6634 6 4 Parke East Blvd. Tampa FL 33610 Date: December 7,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qly Ply Carlton 299 T12673698 M11412 A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:19 2017 Page 1 I D:kFvnsnOwY419ZhQ_nM3lc6ylJ9g-kTZnOgMgX2eBVKpkywzaUXuTxtXN9kl VzRm24tyBQVc 1`'-0-0 8.6.0 9-10-0 13-8-0 19-5.3 26-2-0 26-9-4 36-0-0 7-0 10 8-6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 -0-0 5x8 = = 4.00 12 3x4 \\ 4x5 3 4 23 245 0 3x8 = 4x6 = 4x4 = 5x8 MT18HS= 25 26 16 15 4x4 = 3x4 = 3x4 = 5x8 = 2.00 12 3x4 Scale=1:64.7 4x10 zz 9-10-0 13-8-0 19-5-3 24-0-0 26-2-0 36-0-0 9-10-0 3-10-0 5-9-3 5-0-13 1-8-0 9-10-0 Plate Offsets (X,Y)-- f2:0-0-2,Edgej,f4:0-5-4,0-2-81,f6:0-3-0,Edgel,f8:0-5-8,0-2-81,f10:0-2-10,Edge1,f15:0-2-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. 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: 161lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1404/0-8-0, 10=1368/0-8-0 Max Horz 2= 119(LC 6) Max Uplift2= 856(LC 8), 10= 836(LC 8) FORCES. ((b) - 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=3.0psf; h=12ft B=59fh L=36fh eave=5fh 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 verity 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=656, 10=836. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only will) 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 poss(ble 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 3 1 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q Ply Carlton 299 T12673699 M11412 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL /.bqu s Aug i6 2017 Mi i ek industries, Inc. Thu Dec cr vo.ao. r e 2017 rage r I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-kTZnOgMgX2eBVKpkywzaUXuZptXF9ofVzRm24tyBQVc 1-0- 8-6-0 11-10-0 18-7-4 24-2-0 28-9-4 36-0-0 7-0- -0-0 5-6-0 3-4-0 6-9-4 5-6-12 4-7-4 7-2-12 -0-0 4.00 12 4x5 = 5x6 = 21 3x8 = 5x6 = 22 6 14 13 3x4 II "�' " 3x4 = 5x6 = 2.OD F12 Scale = 1:64.7 4x10 = 8-6-0 13-8-0 18-7-0 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)-- (8:0-2-10 Edgel f13:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 WB 0.54 Horz(TL) 0.47 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 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, 10-11=-3022/5544, 8-10= 3015/5532 WEBS 3-14=-321/317, 4-14= 346/577, 4-13=-146/434, 5-13=-1367/760, 5-11= 501/1044, 6-11=-721/1407, 7-11=-623/420 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; 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) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=856, 8=836. 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 MI-7473 rev. 101012015 BEFORE USE. Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify Cdterla, 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 Qtv Ply Carlton 299 T72673700 M11412 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., For[ Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:20 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Cf79DOMSIMm27UOwWdUp1 kQkTGtauCEeC5VbdJyBQVb 1-0- 8-6-0 13.10-0 18.010 U-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 6 3x6 4.00 F12 5x6 = 3x4 = 5x6 = 4x6 5 6 7 15 14 7x8 MT18HS = 3x4 1.1 5x8 = 2.00 F12 Scale = 1:64.7 4x10 = 8f>-0 13-8-0 22-2-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 8-6-0 2-4-0 4-3-4 7-2-12 Plate Offsets (X Y)-- 12:0-3-14 0-1-81 (9:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Veit(LL) -0.54 11-12 >798 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(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 FBC2014ITP12007 (Matrix-M) Wind(LL) 0.7511-12 >578 240 Weight: 167lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc 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 Horz 2=-163(LC 6) 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=-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=36fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using 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=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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiiekO 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, seeANSUTP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Carlton 299 T72673701 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:21 2017 Page 1 _ ID:kFvnsnOwY419Zh0_nM3lc6yiJ9g-hrgYRMN53guvkez74KO2ayzv9gDgdfAnRIF99lyBQVa 1-0- 8-6-0 15-10-0 20-2.0 24-6-0 28-9-4 36-0-0 7-0- .O 8-6-0 7-4-0 4-4-0 4-4-0- 4-3-4 7-2-12 -0-0 3x6 15 3x4 I 4.00 F12 5x6 = 6x6 = 5x6 = 2.0D 12 Scale = 1:65.8 4x1D = D N2 0 8-6-D 13-8-0 20-2-0 24-6-0 28-9-4 36-0-0 8-0-0 5-2-0 6-6-0 4-4-0 4-3-4 7-2-12 Plate Offsets MY)-- f2:0-3-14 0-1-81 (3:0-3-0 0-3-41 i7:0-3-0,Edgel,f9:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.55 11-12 >778 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.27 11-12 >341 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.47 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 6-13 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 (lb) or less except when shown. TOP CHORD 2-3=-3162/1814, 3-4=-2539/1523, 4-5=-2732/1663, 5-6= 2893/1705, 6-7= 5233/2966, 7-8=-5255/2957, 8-9=-5826/3265 BOT CHORD 2-15= 1593/2935, 14-15=-1595/2932, 13-14=-1173/2362, 12-13=-2640/5035, 11 -1 2=-3020/5546, 9-11 =-3014/5536 WEBS 3-15=0/253, 3-14=-716/494, 4-13=-254/668, 5-13=-344/684, 6-13=-2660/1511, 6-12=-981/1906, 8-12= 591/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12111; B=591t; L=36111; 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 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. Q ITARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev, 101=015 BEFORE USE. !� Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdterla, 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 Q15F Ply Carlton 299 T12673702 M11412 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:22 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69W 4j4Y8M3Dxg P_ihByBQVZ 1-0- 8-6-0 13.8-0 18-0-0 24-6-0 28-9.4 36.0-0 7-0- O. 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 -0-0 r� 6 45 = 4.00 12 5x6 = 16 15 4x8 = 3x4 11 5x12 = 2.OD 12 Scale = 1:65.8 4x10 = 1I�Iw 0 Plate Offsets (X,Y)-- f8.0-3-0 Edgel f10.0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSL 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 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=-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/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. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inrss 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 Pty Carlton 299 T12673703 M11412 A5 SPECIAL 7 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:kFvnsnOwY419ZhO_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69W 4j4Y8M39xgP_ihByBQVZ 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 6-0 4-3-4 7-2-12 -0-0 Scale: 3/16'=l' 4.00 F12 5x6 — 16 15 4x6 = 4x5 = 3x4 11 5x12 = 2.00 F12 4x10 Plate Offsets (X Y)-- 18:0-3-0 Edgel (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 >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/TP12007 (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=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=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) 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/rPl 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 Ot=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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE M11--7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Mife G connectors. This design is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must 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 fabdcatiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673704 M11412 ATA COMMON 7 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:23 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-dEolr2 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 4-1-14 4-1-14 5-9-1 8-1-1 4 -0-0 4x5 = 4.00 12 5x6 = 17 ,- 15 "" `• 14 - 12 3x4 11 4x6 = 3x8 = 3x8 = 4x6 = 3x4 11 Scale = 1:62.4 4x5 = 8-1-1 13-10-2 22-1-14 27-10-15 _� 36-0-0 8-1-1 5-9-1 8-3-12 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CS1. 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/TPI2007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz2=-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=-77612019, 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=12fh B=59ft; L=36ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 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 Wek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatior'L storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673705 M11412 ATE COMMON 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 a Aug 16 2017 MITBK Industries, Inc. Thu Dec 07 08:35:24 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-5QMg3OPzMbGUb5ihITZIBabUnuOhg28E7jTpm4yBQVX 1-0- 8.1-1 13110-2 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 5-9-1-0-0 �1 6 3x5 = 4.00 F12 5x6 = 18 16 15 `" `� 14 "" 12 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 11 Scale=1:62.4 3x5 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (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 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-452(LC 8), 14=-837(LC 8), 10— 264(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=717(LC 17), 14=1586(LC 1), 10=435(LC 18), 15=326(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/631, 3-4= 454/279, 4-5=-400/292, 5-25=-453/366, 6-25=-400/392, 6-26=-194/717, 7-26=-217/637, 7-8=-297/727, 8-9= 306/639, 9-10= 296/225 BOT CHORD 2-18= 476/1094, 17-18= 476/1094, 16-17= 476/1094 WEBS 6-14= 1054/539, 7-14=-319/232, 9-14= 743/504, 9-12=0/277, 6-16=-435/665, 5-16=-318/230, 3-16=-771/498, 3-18=0/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 114I1-7473 rev. 10/03,2015 BEFORE USE, Design valid for use only with Mf[ek® 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 10 prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673706 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:25 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-Zdw2GkQb7uOLDFHuJA4_ko8fXHkwZVONMN DM I W yBQV W 1-0 8-1-1 13-10-2 18-" 22-1-14 27-10-15 36-0-0 7-0 -0-0 5-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 6 Scale-1:62.4 4.00 F12 5x6 = 18 " 16 15 " L0 14 12 3x5 = 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 3x5 = 1 v, Ira 6 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 0-0-9 5-8-8 8-1-1 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 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.0716-18 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz2=208(LC 7) Max Uplift Ali 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=591t; 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) 100.01b 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 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 (jt=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE MII.7473 rev. 10103MOIS 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 fabricatlorl, storage, delivery, erection and bracing of trusses and truss systems, seeANSI7TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Carlton 2ss T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:26 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubDH?gjph0_IvlXb1 ywgzyBQ VV 16-0-0 22-10-15 1-0- 8-0-0 12-0-0 14-0-0 15-6-0 18-0-0 20.0-0 22-0-0 4-0- 2E-0-0 36-0-0 7.0- 1-0-0 6-0-0 4.0-0 2-0-0 1.6.0 2.0-0 2•D-0 2-0-0 0-10-1 4-0-0 8-0-0 -0-0 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. Sx6 = t2 2 �2 N I� 0 3x6 II 4x6 = 6x8 = 6x8 = 3x6 11 3x5 = 3x5 = 3x6 = Plate Offsets (X Y)-- (2:0-0-2 Edge1 i3:0-3-8 Edgel [11:0-3-0.0-3-01,r2o:0-3-8,Edge],f21:0-1-10,Edgel,f25:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.08 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.23 26-28 >822 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 21 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.1128-31 >999 240 Weight: 208lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pis 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=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=-1372/663, 3-4=-212/715, 4-6= 212/715, 6-8=-212/715, 8-10= 212/715, 10-11— 212/715, 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=36ft; eave=5fh 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 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 purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 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). AD Standard 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 Is to oindividual truss fand/or mbers Additional ry and Went bracing buildIs MiTek' alwiaayys required for stagbility nfddprd erty damage to prevent cnollapselng Win personal njury and prob nFor general guida. nce regarding the fabrication, storage, delivery, erection and tracing 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 Carbon 299 T12673707 M11412 BHA COMMON 1 i Job Reference (optional) (;nambers r russ, Inc., FOn vierce, I-L /.0— S AU9 10 — If Will UK IIIUUSIIIUS, IIIU. 1 IIU IJUG V / VO. .GO &V If Vdqu c I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubDH?gjph0_IvlXb1 ywgzyBQVV 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) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMO-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possMe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673708 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:27 2017 Page 1 I D: kFvnsnOwY419Zh0_nM3lc6yIJ9g-V?2phPSrf W f3SZQGQb6SpDDuu5J21 MBgphiTN PyBQVU 1-0- 7-10-0 13-8-0 18-0-0 22-4-0 28-2-0 36-" 7-0- -0-0 7-10-0 5-10-0 4-41 4-4-0 5-10-0 7-10-0 -0 Scale: 3/16'0' 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 I I 5x8 = 3x4 I I 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 46 = 6x10 = 6x10 = 4x6 = 3x4 11 45 = 7-10-0 13-8-0 i 22-4-0 , _ 28-2-0 36-M 7-10-0 5-10-0 8.8-0 5-10-0 7-10-0 Plate Offsets (X,Y)-- I3:0-5-4,0-2-81,(5:0-4-0,0-3-01,17:0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) -0.20 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(fL) -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/TP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=435/0-8-0, 13=3484/0-8-0, 8=1277/0-8-0 Max Horz2=-97(LC 23) Max Uplift2=-314(LC 8), 13=-2069(LC 8), 8=-815(LC 8) Max Grav2=450(LC 17), 13=3484(LC 1), 8=1281(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/174, 3-22— 1127/1999, 22-23— 1127/1999, 23-24= 1127/1999, 24-25=-112711999, 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=-2267/1407, 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=12fh B=59ft; L=36ft; eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. � WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10413,2015 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 ng Is to prevent fIndividual truss web chord and permanent bracing bility) damage.mbers only. MiTek" Isalwaysrreguired for an. to prevent collapseing with property th anddpossslble personal injury andror generaluidanceaega 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 T12673706 M11412 GRA HIP 1 1 Job Reference (optional) cnamoers truss, me., ron rterce, rL /.09V s Aug 10 evI I MI1 eK Inuuem9s, mc. 1 nu uec v/ V6. —t ev it rage e I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-V?2phPSrfW f3SZQGQb6SpDDuu5J21 MBgphiTN PyBQVU NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 Ib down and 301 Ib up at 7-10-0, 139 Ib down and 170 Ib up at 10-0-12, 139 Ib down and 170 Ib up at 12-0-12, 139 Ib down and 170 Ib up at 14-0-12, 139 Ib down and 170 Ib up at 16-0-12, 139 Ib down and 170 Ib up at 18-0-12, 139 Ib down and 170 lb up at 19-11-4, 139 Ib down and 170 lb up at 21-11-4, 139 Ib down and 170 Ib up at 23-11-4, and 139 lb down and 170 Ib up at 25-11-4, and 261 Ib down and 301 Ib up at 28-2-0 on top chord, and 340 Ib down and 223 Ib up at 7-10-0, 77 Ib down and 1 lb up at B-0-12, 77 lb down and 1 Ib up at 10-0-12, 77 ib down and 1 Ib up at 12-0-12, 77 Ib down and 1 Ib up at 14-0-12, 77 Ib down and 1 lb up at 16-0-12, 77 Ib down and 1 Ib up at 18-0-12, 77 Ib down and 1 Ib up at 19-11-4, 77 Ib down and 1 Ib up at 21-11-4, 77 Ib down and 1 Ib up at 23-11-4, 77 Ib down and 1 Ib up at 25-11-4, and 77 Ib down and 1 Ib up at 27-11-4, and 340 Ib down and 223 Ib 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) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673709 M11412 J2 MONO TRUSS 8 1 Jab 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_nM31 c6yl J9g-V?2phPSrf W f3SZQGQb6SpD D2E5U D 1 Y?gphiTN PyBQVU 1-" 12-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Harz 2=67(LC 8) Max Uplift3= 30(LC 8), 2=-131(LC 8), 4=-3(LC 5) Max Grav3=38(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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; 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. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. faV"15 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 musses 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 VA2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673710 M11412 J4 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: kFvnsnOwY419Zh0_nM3lc6yid9g-_CCBVITU Ppnw4i?T_IehMOmBW VoUm?Fp2LROvryBQVT 4-0-0 1-0-0 4-0-0 Scale = 1:11.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 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: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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. 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 73 lb uplift at joint 3, 168 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. ' Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality 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 T12673711 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi r ak industries, Inc. Thu Dec 07 08:35:28 2017 rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-_CcBvITU Ppnw4i?T_IehMOm6XVkgm?Fp2LROvryBOVT -1-0-6-0-0 1-0-00 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ve t(LL) -0.03 4-7 >999 360 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 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Horz2=140(LC 8) Max Uplift3=-115(LC 8), 2=-215(LC 8) Max Grav3=123(LC 13), 2=316(LC 1), 4=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.8 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% 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; 131=59111; 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 MITEK REFERANCE 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 verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Carlton 299 T12673712 M11412 J8 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 08:35:29 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-SO9Z65T6A7vmisafYOgwuelKNv6LVRVzH?BaRHyBQVS 1-0-0 8-0-0 1-0-0 8-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 TCDL 7.0 Lumber DO 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 n/a BCDL 10.0 Code FBC2014/fP12007 (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 Horz 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 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 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 city, Ply Carlton 299 T12673713 M11412 JA8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 7.640 s Aug 16 2017 Mi 1 ek Industries, Inc. 1 hu uec u1 u8:3b:ZB Zul r Pagel I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-SO9Z65T6A7vmisafY09wuel Lcv6W VRVzH?BaRHyBQVS 7-10-0 7-10-0 Scale=1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 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 FBC2014ITP12007 (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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. ® WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. laV3/2015 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 MiTek' Is always required for slabilffy 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 Carson 299 T12673714 M11412 1418 MONO TRUSS 2 1 Job Reference (optional) cnamoers uuss,mc., ronrierce,r-L I. - -'"y -o��-r �.���eRoo���,,_ v . - ` ye I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-wajxJRUkxR 1 dJ09r6jg9RrrX?IS6Epi6Vfw7zkyBQV R -1-5-0 7-2-7 11-3-0 1-5-0 7-2-7 4-0-9 u n 3x4 = i 3x4 = 7-2-7 3-10-5 — --- d-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 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 FB02014/TP12007 (Matrix-M) Weight: 44Ito 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 Horz 2=178(LC 21) Max Uplift4=-96(LC 8), 2=-422(LC 8), 5=-344(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-818/637, 10-11= 797/619, 3-11= 768/578 BOT CHORD 2-13=-634/776113-14=-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=5fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 Ito 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 loads) 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 (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) ® WARNING - Verily destgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 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 Mire W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carron 299 T12673715 M11412 KJAS MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.540 s Aug 16 2017 Mrrek Industries, Inc. Thu Dec 07 08:35:30 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wajxJ RU kxR1 dJO9r6jg9 RrrYH ISKEgr6Vfw7zkyBQVR -1-5-0 6-10-0 11-0-3 1-5-0 6-10-0 4-2-3 Scale = 1:20.4 3x4 = 3x4 = i 6-10-0 11-0-3 , 6-10-0 4-2-3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014fTP12007 CSI. DEFL. TC 0.19 Vert(LL) BC 0.20 Vert(TL) WB 0.31 Horz(TL) (Matrix-M) 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) in (loc) I/dell Ud PLATES GRIP 0.04 6-9 >999 240 MT20 244/190 -0.07 6-9 >999 240 0.01 5 n/a n/a Weight: 43lb FT=20% 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. 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= 496f764, 6-14=-496/764, 6-15=-496l764, 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=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 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 Ito 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) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/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 Symbols Numbering System A 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. 0-1/11r 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 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, GLtide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 TOP CHORDS o C1-2 C2-3 4 WEBSb C U a- �Pp U O ~- C7-8 C6-7 CSb BOTTOM CHORDS 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 1 W. 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 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.