Loading...
HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' (� A� SCANNED BY In rni It 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 HeighH Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# JTruss Name I Date No. Seal# I Truss Name I Date 1 T12673698 1 A 12/7/17 118 1 T12673715 1 KJA8 12/7/17 12 I T12673699 J Ai 11217117 1 I CONTRA+ 13 1 T12673700 1 A2 1 12/7/17 14 I T12673701 I A3 12/7/17 5 T12673702 1 A4 12/7/17 6 T12673703 A5 I 12/7/17 7 IT126737041ATA I 12/7/17 18 IT126737051ATB I12MI7 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 1 12/7/17 113 I T12673710 I J4 1 12/7/17 114 I T12673711 I J6 1 12/7/17 15 IT12673712IJ8 12/7/17 16 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 ANSIlrPI 1, Chapter 2. N o 68182 3 STATE OF Q . ` �S 0 N Ai Jo qul Velez PE No.68182 M ek. SA, Inc. FL Cert6634 69 P rke East Blvd. Tampa FL 33610 Date. December 7,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Carlton 299 T72673698 M11412 ' A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Thu Dec 07 08:35:19 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g-kTZnOgMgX2eBVKpkywzaUXuTxtXN9k1 VzRm24tyBQVc 1-0- 8-6-0 -10-0 13-8-0 19-53 26-2-0 28-9-4 36-0-0 7-0 1:0-0 8-6-0 1-4-0 3-10-0 5-9-3 6.8-13 2-7-4 7-2-12 -0-0 Scale = 1:64.7 Sx8 = 4x5 = 4.00 12 3x4 \\ 3 4 23 245 6 5x8 MT18HS= 4x6 = 4x4 = 6 7 25 26 8 a,ra 16 15 4x4 = 3x4 = 3x8 = 3x4 = 5x8 = 4x10 = 2.00 12 9-10-0 13-8-0 I&S-3 24f-0 26-2-0, 36-0-0 A_1n-n a-�n-n F-A-3 F-O-13 1-A-n A-in-n Plate Offsets (X,Y)-- f2:0-0-2,Edgel, j4:0-5-4,0-2-81, f6:0-3-0,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) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.54 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.98 13-14 >440 240 Weight: 161 lb 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 Harz 2=-1 19(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, B-12=-31/338, 9-12= 307/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. IMM015 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 M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/TP11 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 T12673699 M11412 Al SPECIAL 1 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. ThuDec 07 08:35:19 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-kTZnOgMgX2eBVKpkywzaUXuZptXF9ofVzRm24tyBQVc 1-0- "-0 11-10.0 18-7.4 24-2-0 28-9-4 36-0-0 7-0 -0 8-60 3-4-0 6-9-4 5-6-12 4-7-4 7-2-12 -0-0 4.00 FIT 4x5 = 5x6 = 21 3x8 = 5x6 = 22 6 14 13 3x4 11 3x4 11 3x4 = 5x6 = 2.00 12 Scale = 1:64.7 4x10 = IC 1 0 v 0 i 6-6-0 13.8-0 18-7-4 24-6-0 , 28-9-4 , 36-0.0 8-6-0 5-2-0 4-11.4 5-10-12 4-3-4 7-2-12 Plate Offsets (X,Y)-- 18:0-2-10,Edgel, f13:0-3-0,0-3-o1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 FBC2014lrP12007 (Matrix-M) Wind(LL) 0.7810-11 >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 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 5-13 REACTIONS. (lb/size) 2=1402/0-8-0, 8=1370/0-8-0 Max Horz2=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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 - Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 bu➢ding 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 iTek' Is always required for stability and to prevent collapse with possible pgrsonal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Wines and truss systems, seeANSI/TPI I Qualify 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 • T12673700 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 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-Cf79DOMSl Mm27UOwW dUp1 kQkTGtauCEeC5VbdJyBQVb 1-t9- 86-0 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 4-3-0 7-2-12 -0-0 4.00 12 3x6 5x6 = 3x4 = 5x6 = 46 zzz 5 6 7 15 14 7x8 MT18HS = 3x4 11 5x8 = 2.00 12 Scale-1:64.7 4x10 = 8 6-0 13-8-0 22.22 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, 19:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Vert(LL) -0.54 11-12 >798 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.24 11-12 >349 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.46 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.75 11-12 >578 240 Weight: 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 Horz2=-163(LC 6) Max Uplift2=-855(LC 8), 9=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3138/1794, 3-4=-2566/1537, 4-5=-2363/1483, 5.6=-3447/2010, 6-7= 3609/2077, 7-8= 5240/2953, 8-9= 5826/3265 BOT CHORD 2-15_ 1571/2909, 14-15=-1571/2909, 13-14= 1558/3011, 12-13= 2627/5011, 11-12— 3021/5546, 9-11=-3014/5536 WEBS 3-14= 638/423, 4-14=-287/568, 5-14=-910/503, 5-13=-237/667, 6-13=-515/975, 7-13= 2179/1260, 7-12— 1003/1854, 8-12=-609/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpf=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 Joint(s) except gt=lb) 2=855, 9=837. 1 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10103MO15 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/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 Piy Carlton 299 • T12673701 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 S AUg 16 2017 MI I eK industries, Inc. Thu Dec 07 06:35:21 201 t rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-hrgYRMN53guvkez74KO2ayzv9g DgdfAnRIF99lyBQVa 9-0- 8-6-0 15-10.0 20-2.0 24-0-0 28-9-4 36-0-0 7-0-0 -0-0 8-&0 7-0-0 4-4-0 4-0-0 =4 7-2-12 -0 3X6 15 3x4 I I 4.00 F12 5x6 = 5x6 = 2.00 12 Scale = 1:65.8 4x10 = 8-6-0 13-8-0 20-2-0 2-- _o 289 --4 36-0-0 8-6-0 5-2-0 6-6-0 4-41 4-3-4 7-2-12 Plate Offsets (X Y)-- f2:0-3-14 0-1-81 13:0-3-0 0-3-41 (7:0-3-0 Edgel f9:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.55 11-12 >778 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.2711-12 >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(rPI2007 (Matrix-M) Wind(LL) 0.7711-12 >564 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 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 Horz 2=185(LC 7) Max Uplift2=-855(LC 8), 9= 837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3162/1814, 3-4= 2539/1523, 4-5=-2732/1663, 5-6— 2893/1705, 6-7=-5233/2966, 7-8=-5255/2957, 8-9=-5826/3265 BOT CHORD 2-15= 1593/2935, 14-15— 1595/2932, 13-14=-1173/2362, 12-13=-2640/5035, 11 -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., 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 nonconctlrrent 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) 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. Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with Mlrek® 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 possfbie personal injury and property damage. For general guidance regardng 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 + T12673702 M11412 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mr tek Industries, Inc. Thu Dec 07 08:35:22 2e1 I rage 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69W 4j4Y8M3DxgP_ihByBQVZ 1-0- 8.6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0• 1% 8-6-0 5-2-0 4-41 6-6-0 4-3-4 7-2-12 -0-0 4x5 = 4.00 F12 5x6 = 16 15 4Xt3 3x4 II 5xl2 = 2.00 F12 Scale - 1:65.8 4x10 = 8-6.0 13-8-0 18-0-0 24.6-0 28.9.4 36.0-0 8-6.0 -2-0 4-4-0 6-6.0 4-3-4 7-2-12 Plate Offsets (X Y)-- f8.0-3-0 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 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1402/0-8-0, 10=1370/0-8-0 Max Harz 2— 207(LC 6) Max Uplift2= 856(LC 8), 10= 837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3134/1785, 3-4=-2567/1537, 4-5= 2519/1549, 5-6— 2389/1457, 6-7= 2411/1444, 7-8=-5227/298918-9= 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 puriins. 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 B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Vefify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE Ulf-7473 rev. 10/0312015 BEFORE USE ' Design valid for use only with MITek(D 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 property Incorporate this design Into the overall buliding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse wilh 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. Alexandda VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 • T12673703 M11412 AS 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:kFvnsnOwY419Zh0_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69 W 4j4YBM39xgP_ihByBQVZ 1•C- 8-6-0 138.0 16-0-0 24£-0 28-9d 36-0-0 7-0- -0-0 8.6-0 5-2-0 411 6-6-0 4-01 7-2-12 1-04 4x5 = 4.00 12 5x6 = 16 15 4xa = 3x4 II 5x12 = 2.00 F12 Scale: 3/16'=l' 4x10 = i 8-6-0 13-8-0 18.0.0 i 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)-- i8:0-3-0,Edge1, i10:0-2-10,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.59 13 >726 360 MT20 244/19D 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 Na BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS 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=0/26213-15= 622/394, 5-14= 337/225, 6-14=-644/1182, 7-14=-3080/1761, 7-13= 965/1930, 9-13=-539/332 Structural wood sheathing directly applied or 2-7-2 oc purllns. 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; 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 ANSIITPI 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 - VeR1y design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek0 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 sfabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrk;aflom 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 Carlton299 • T72673704 M11412 ATA COMMON 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:23 2017 Page 1 1 D:kFvnsnOwY4I9Zh0_nM3lc6ylJgg-dEoir2PLbH8d_x7VB12Wf N21 H U_Y5dN4u3kFEeyBQVY 14 8-1-1 13-10-2 18-0-0 22-1-14 27-10.15 36-0.0 7-0 10 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 -0-0 4x5 = 4.00 F12 5x6 = 17 .- 15 "" `• 14 - 12 3x4 11 4x6 = 3x8 = 3x8 = 4x8 = 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/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP 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— 776/2019, 13-14=-1450/3079, 12-13=-1450/3079, 10-12=-1450/3079 WEBS 6-14=-469/969, 7-14=-323/234, 9-14=-636/451, 6-15=-469/969, 5-15=-323/234, 3-15=-636/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=59ft; L=36fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.O1b 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 )oint(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. © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE " Design valid for use only with Miiek® 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 iTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricaflon, 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 • 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 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-5QMg3OPzMbGUbSihITZIBabUnuOhg28E7jTpm4yBQVX 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 8-1-1 -0-0 3x5 = 4.00 F12 5x6 = 18 " 16 15 14 — 12 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II Scale=1:62.4 3x5 = 8-1-1 13-10-2 il5-2-0 21-10-0 22114 27-10-15 36-0-0 8-1-1 5-9-1 1-3-14 6-8-0 0- - 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code 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 00 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=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (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. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITek® connectors. ihls 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. Addillonal temporary and permanent bracing M!Tek• Is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guidance regarding the fabdcatiom 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 Cartoon 299 • T12673706 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 Mi fek Industries, Inc. Thu Dec 07 08:35:25 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-Zdw2GkQb7uOLDFHuJA4_koBfXHkwZVONMN DMI WyBQV W 1-0 8-1-1 13-10-2 18-0-0 22-1-14 27-10.15 36-0-0 7-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 �1 6 Scale=1:62.4 4.00 F12 5x6 = 3x5 = 3x4 11 3x6 = 6x8 __ 6x8 = 3x6 = 3x4 11 3x5 = 1 t2 1m 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- -9 5-8-8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 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(fL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 atmicipt 6-14 REACTIONS. All bearings 0-8-0 except at=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 Gray 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 (ib) 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= 297l727, 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=121t; 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) 100.0Ib 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 Qt=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111--7473 rev. 101=015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse w11h possible personal injury and property damage. For general guidance regarding the fabdcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Carlton 299 • T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.oau s Aug 1b eut r Mi i eK inausmes, inc. i nu uec ur uu;=eo eui i rage 1 1 D:kFvnsnOwY419ZhO_nM31c6yIJ9g-1 pU RU4RDuCXCrPs4tubDH?gjph0_IvIXblywgzyBOW 16-0-0 22-10-15 1-0- &ail 12-ail 14-0-0 15-6-0 1e-0-o 2aao 22.0-0 a- z8-ao 36ao 7-a -0-0 B-ail 4•o 0 2-ail 1-60 2-ail 2-ail 2-ail a1a1 4•a0 B-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. �1 6 5X6 = 28 26 25 23 3X6 4X6 = 6X8 = 6X8 = 3x6 II 3X5 = 3X5 = 3x6 = 8-0-0 15-6-0 22-10-15 281136-0-0 8-0.0 7-6-0 7-4-15 5-1-1 8.0-0 Plate Offsets (X Y)-- f2:0-0-2 Edgel (3:0-3-8 Edqel (11:0-3-0 0-3-01 f20:0-3-8 Edgel j21:0-1-10,Edgel, 125:0-3-8,0-3-01 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/TPI2007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 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 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 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 joints) 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=-212l715, 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=3.0psf; h=12ft 8=59ft; L=36ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 purin 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE ' Design valld for use only with MITek® connectors. This design is lased 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 wlih posslbte personal Injury and property damage. For general guidance regarding the fobrtcaflom storage, delivery, erection and bracing of misses 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 • T12673707 M11412 BHA COMMON t 1 Jab 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 2 I D:kFvnsnOwY419ZhC_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubDH7gjph0_IvlXbl ywgzyBQVV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03t2015 BEFORE USE Design valid for use orgy 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 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 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 l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallable 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) 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_nM3lc6yIJgg-V?2phPSrf W f3SZQGQb6SpDDuu5J21 MBgphTNPyBQVU 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 5-100 4-4-0 4-4-0 5-10-0 7-10-0 -0 Scale: 3/16'=l' 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 v N 0 04 14 0* Jb :St 3C "" 11 4V 4x5 = 3x4 II 4x6 = 6x10 = 6x10 = 4x6 = 3x4 II 4x5 = 7-10-0 13-8-0 22.4-0 28-2-0 36-0.0 7-10-0 5-10-0 8-8-0 5.10-0 7-10-0 Plate Offsets (X,Y)-- (3:0-5-4,0-2-81,[5:0-4-0,0-3-0],17:0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.20 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.54 12-13 >497 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO 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=-112711999, 4-26=-1127/1999, 26-27= 1127/1999, 5-27= 1127/1999, 5-28=-2287/1407, 28-29=-2287/1407, 6-29= 2287/1407, 6-30=-2287/1407, 30-31=-2287/1407, 31-32= 2287/1407, 32-33=-2287/1407, 7-33=-2287/1407, 7-8=-2864/1712 BOT CHORD 2-15=-201/252, 15-34=-206/280, 14-34=-206/280, 13-14=-206/280, 13-35=-250/453, 35-36=-250/453, 36-37= 250/453, 37-38— 250/453, 38-39= 250/453, 12-39=-250/453, 11-12= 1507/2684, 11-40=-1507/2684, 10-40=-1507/2684, 8-10= 1498/2654 WEBS 3-15=-154/615, 3-13— 2437/1488, 4-13— 645/593, 5-13=-2847/1823, 5-12=-1147/2155, 6-12=-617/576, 7-12=-445/312, 7-10= 152/612 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36fh eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 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. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh MITek® connectors. This design B 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 bullring 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 fnuss 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 cuss Truss Type Ply Carlton 299T72673708 71Q M11412 GRA HIP 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 2 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g-V?2phPSrf W f3SZQGQb6SpD Duu5J21 MBgphTNPyBQVU NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 301 lb up at 7-10-0, 139 lb down and 170 lb up at 10-0-12, 139 lb down and 170 lb up at 12-0-12, 139 lb down and 170 lb up at 14-0-12, 139 lb down and 170 lb up at 16-0-12, 139 lb down and 170 lb up at 18-0-12, 139 lb down and 170 lb up at 19-11-4, 139lb 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 ib 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 (pif) 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 MITEKREFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, 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 2ss T12673709 M11412 J2 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 08:35:27 2017 Page i I D:kFvnsnOwY419ZhC_nM3lc6ylJ9g-V?2phPSrf W f3SZQGQb6SpDD2E5U D1 Y?gphiTN PyBQVU -1-0-0 2-0-0 1-" 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 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: 8lb 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. I aTX2015 BEFORE USE. ' Design valid for use only with MBek® connectors. Tnls 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 iwiTek° 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 availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandrta. VA 22314. Tampa, FL 33610 Job TfUSS Truss Type Qty Ply Carlton 299 • T72673710 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:kFvnsnOwY419ZhC_nM3lc6yIJ9g-_CcBvITUPpnw4i?T_I ehMQmB W VoUm?Fp2LROvryBOVT 1-0-0 14-04) Scale = 1:11.2 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=77/Mechanical, 2=224/0-8-0, 4=38/Mechanical Max Harz 2=102(LC 8) Max Upllft3=-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. PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=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 ON THIS AND INCLUDED MREKREFERANCE PAGE Ull--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 Mire k' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabricatlon, 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 Rate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Piy Ceraon 299 T12673715 M11412 KJA8 MONO TRUSS 2 1 Jab Reference (optional) cnamoerscuss,mc., ronmerce,rL r.wvs 9..zvumiiercmaumnw111c. - a: - , rays, ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wajxJRUkxRi dJ09r6jg9RrrYH 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 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.19 BC 0.20 WB 0.31 (Matrix-M) DEFL. in Vert(LL) 0.04 Vert(TL) -0.07 Horz(TL) 0.01 (loc) I/dell Ud 6-9 >999 240 6-9 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=110/Mechanical, 2=459/0-11-5, 5=368/Mechanical Max Horz 2=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. 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 ib 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 (plf) Vert: 1-4= 54, 5-7— 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11= 2(1==-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- Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE MI1-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stablilty 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 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 Symbols Y Numbering System ' ® General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3/ ' Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. a1-2 cgs 2. Truss bracing must be designed by an engineer. For WEBS 4 p �� wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I a 0 bracing should be considered. Upp 3. Never exceed the design loading shown and never braced a O stock materials on inadequately trusses. For 4 x 2 orientation, locate 000 p 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and a�$ csa ~ BOTTOM CHORDS plates 0-110 from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT. 7. Design assumes trusses will be suitably protected from " Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`X, at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output, Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs ref on lumber values 9 Y 14. Bottom chords require lateral bracing th 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and food vertically unless indicated otherwise. Min size shown is for crushing only, ,B 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, i� 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015