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HomeMy WebLinkAboutTRUSSLumber design values a're in accordance with ANSI/TPI 1 section 6.3 These truss designs 'rely on lumber values established by others. fNiTek° `J- SCANNF�® BY ROE:-M11412 - Carlton 299 IW!Tek 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: FBC2014rFP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name]Date No. Seal# Truss Name Date 1 IT126736981A 112M17 118 IT126737151KJA8 12/7/17 12 I T12673699 1 Al 1 12/7/17 1 1 I F11 1 13 1 T12673700 1 A2 1 12/7/17 14 I T12673701 1 A3 1 12/7/17 1 I T12673702 I A44 12/7/17 16 1 T12673703 1 A5 1 12/7/17 17 I T12673704 1 ATA 1 12/7/17 18 I T12673705 1 ATB 1 12/7/17 19 I 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 12/7/17 115 I T12673712 I J8 1 12/7/17 116 I T12673713 1 JA8 1 12/7/17 117 1 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. E N 6818.2 w O: STATE OF ��,,� ••s� OR 1 O �N�`�• 0 A' E Jo uln Velez PE No.68182 M A U A, Inc. FL Cert 6634 69Q4 Pa . e East Blvd. Tampa FL 33610 December 7,2017 Velez, Joaquin 1 of 1 Job Truss Truss Type � � Qty ply Carlton 2ss T12673698 M11412 A SPECIAL 1 Job nce (optional) Refere Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:19 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJgg-kTZnOgMgX2eBVKpkywzaUXuTxtXN9kl VzRm24tyBQVc 1-0- 8-6-0 9-10-0 13-8-0 19-53 26-2-0 28.9.4 36-0-0 7-0 -0.0 8-6-0 1-4-0 3-10-0 5-9-3 6-8-13 2-7-4 7-2-12 -0-0 5x8 = 4x5 = 4.00 12 3x4 \\ 3 4 23 245 6 3x8 = 5x8 MT18HS= 4x6 = 4x4 = 6 7 25 26 8 3x4 16 15 4x4 = 3x4 = 3x4 = 5x8 = 2.00 12 Scale = 1:64.7 4x10 = 9-10-0 13-8-0 19.5-3 24.6-0 , 26.2-0, 36-0-0 9-10-0 3-10-0 5-9-3 5-0-13 1-,T 9-10-0 Plate Offsets (X,Y)-- f2:0-0-2,Edgel, 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 CSI. DEFL. in (loc) Udefl 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 FBC2014ITP12007 (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 Horz 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, 8-12=-31/338, 9-12=-307/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft L=36ft eave=5ft; Cat. 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) 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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. IOPo3/2015 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 appllcabklty, of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual Irussweb and/or chord members only. Additlonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with posslbte 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 T72673699 M11412 Al SPECIAL 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 M1Tek Industries, Inc. Thu Dec 07 08:35:19 2017 Page 1 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 8-6-0 3-4-0 6-9-4 5-6-12 4-7-4 4.00 12 4x5 = 5x6 = 4 21 3x8 = 5x6 = 5 22 6 14 13 3x4 11 JX4 11 3x4 = 5x6 = 2.00 12 4x10 Scale=1:64.7 8-6-0 13-8-0 i 16-7-4 24-6-0 28-9-4 36-0.0 8-6-0 5-2.0 4-11-4 5-10-12 4-3� 7-2-12 Plate Offsets (X,Y)-- (8:0-2-10,Edge1, (13:0-3-0,0-3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.56 10-11 >768 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.29 11-12 >334 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.47 8 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1402/0-8-0, 8=1370/0-8-0 Max Horz 2=141(LC 7) Max Uplift2=-856(LC 8), 8=-836(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (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=59fh L=36fh eave=5fh 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 fora 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. 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MI1-7473 rev. 10/032016 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 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. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673700 M11412 A2 SPECIAL i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek industries, Inc. Thu Dec 07 08:35:20 2017 Page 1 ID:kFvnsnOwY4I9ZhC_nM3lc6ylJ9g-Cf79DOMSIMm27UOwWdUp1 kQkTGtauCEeC5VbdJyBQVb 1-0- 8-6.0 13-10-0 18-0-0 22-2-0 24-6 2 28-9-4 36-0-0 7-0 0. 8-6.0 5-4-0 4-2-0 4-2-0 2-4.0 4-3-4 7-2-12 -0-0 r11 6 3x6 5r 4.01) F12 5x6 = 3x4 = 5x6 = 4x6 5 6 7 15 14 7x8 MT18HS = 3x4 11 5x8 = 2.00 F12 Scale =1:64.7 4xl0 = 8-6-0 , 13-8-0 22-2.0 , 241-0 , _ 36-0-0 , 8-6-0 5-2-0 8-"2-4-0 4-326-9.4 -4 7-2-12 Plate Offsets MY)-- f2:0-3-14 0-1-81 19:0-2-10,Edge1 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 0.53 Vert(LL) -0.54 11-12 >798 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.24 11-12 >349 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.46 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.75 11-12 >578 240 Weight: 167lb 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 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 -1 2=-3021/5546, 9-11=-3014/5536 WEBS 3-14=-638/423, 4-14=-287/568, 5-14=-910/503, 5-13=-237/667, 6-13=-515/975, 7-13=-2179/1260, 7-12=-100311854, 8-12=-609/390 Structural wood sheathing directly applied or 2-7-6 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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; 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 Gt=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 M1rEKREFERANCE PAGE MI1.7473 rev. 1010&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 MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T72673701 M11412 A3 SPECIAL t 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 I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-hrgYRMN53guvkez74KO2ayzv9gDgdfAnRIF99lyBQVa 1-0- 8-6-0 15-10-0 20-2-0 24-" 28-9-4 36.0.0 7-0- -0-0 8-6-0 7-4-0 4-4-0 4-4-0 4-3-4 7-2-12 -0 Scale = 1:65.8 4.00 F12 5x6 = 5x6 = 0 !2 O 15 3xs 3x4 11 5x6 = 2.00 12 4x10 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud 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/fP12007 (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 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, 11-12= 3020/5546, 9-11=-3014/5536 WEBS 3-15=0/253, 3-14=-716/494, 4-13=-254/668, 5-13= 344/684, 6-13= 2660/1511, 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=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) 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 20.0ps1 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. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11111--7473 rev. 1010312015 BEFORE USE. i ' Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Indlvldual 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 folAcatlort, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carbon 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 I D:kFvnsnOwY419Zh0_nM3lc6y1J9g-92EweiOjgzOmMnYJe2XH69W4J4Y8M3DxgP_ihByBQVZ 1-0- 8-6-0 13 8-0 18-0-0 24 6-O 28-9-4 36-12 7-0.0 -0-0 8-6-0 5-2-0 4.4-0 68-0 4-3-4 7-2-12 -0-0 �1 6 4x5 = 4.00 12 5x6 = 16 15 4M _ 3x4 II 5x12 = 2.00 12 Scale - 1:65.8 4x10 zz 8.6.0 13-8-0 1- 24.6-0 28-9-4 36-o-0 8-6-0 5-2-0 4.41 6.6.0 4-3-4 7-2-12 Plate Offsets (X,Y)-- 18:0-3-O,Edgel, f10:0-2-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(ILL) -0.59 13 >727 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(fL) -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 pudins. 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: 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; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at Joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 - Verdty design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 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 M iTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrcallon, storage• delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tempe, 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:kFvnsnOwY419ZhO_nM3lc6ylJ9g-92EweiOjgzOmMnYJe2XH69 W 4j4YBM39xgP_ihByBQVZ 1-0- 8-6-0 13.8-0 18-0-0 24-6-0 28-9.4 36-0-0 7-0- 10 8-6-0 5-2-0 411 6-6-0 4-3-4 7-2-12 -0-0 45 = 4.00 Fl2 5x6 = 16 15 4xa = 3x4 II 5xl2 = 2.00 Fl2 Scale: 3/16'=l' 4x10 = i 8-6-0 13-8-0 18-0-0 , 246-0 28-9-4 36-0-0 8-6-0 5-2-0 4.4.0 6�-0 4-3-4 7-2-12 Plate Offsets (X,Y)-- f8:0-3-0,Edge1, 110:0-2-10,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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: 168lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 REACTIONS. (lb/size) 2=1402/0-8-0, 10=1370/0-8-0 Max Horz2=208(LC 7) Max Uplift2=-856(LC 8), 10=-837(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3134/1785, 3-4=-2567/1537, 4-5=-2519/1549, 5-6=-2382/1452, 6-7= 2402/1439, 7-8=-5227/2989, 8-9= 5285/2982, 9-10= 5809/3250 BOT CHORD 2-16= 1562/2905, 15-16=-1562/2905, 14-15= 1235/2431, 13-14=-2670/5074, 12-13=-3006/5529, 10-12=-3000/5519 WEBS 3-16=0/262, 3-15=-622/394, 5-14= 337/225, 6-14= 644/1182, 7-14=-3080/1761, 7-13=-965/1930, 9-13=-539/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft Cat. Il; 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 MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporaryand 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 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 Qty Ply Carlton 299 T12673704 M11412 ATA COMMON 7 i 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:kFvnsnOwY419Zh0_nM3lc6ylJgg-dEoir2PLbH8d_x7VB12W fN21 H U_Y5dN4u3kFEeyBQVY 1-0 8-1-1 13-10-2 18-M 22-1-14 27-10-15 36-0-0 7-0 ID0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 Nt 6 4x5 = 4.00 12 5x6 = 17 15 `14 12 3x4 II 4x6 = 3x8 = 3x8 = 4x6 3x4 II Scale=1:62.4 4x5 = 8.1-1 13-10.2 22-1-14 27-10-15 36-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 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 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 172 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max 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=-145013079, 15-16— 1450/3079, 15-26=-776/2019, 26-27— 776/2019, 14-27_ 776/2019, 13-14= 1450/3079, 12-13= 1450/3079, 10-12= 1450/3079 WEBS 6-14= 469/969, 7-14=-323/234, 9-14=-636/451, 6-15— 469/969, 5-15=-323/234, 3-15= 636/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 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 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 REFERA NCE PAGE M11-7473 rev. 10103/2015 BEFORE USE " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, erecifon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, OSB-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 MrreK Industries, Inc. Thu Dec 07 08:35:24 2011 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-5QMg3OPzMbGUb5ihITZIBabUnuOhg28E7jTpm4yBQVX - 1-0 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 7-0- o 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 �1 O 4.00 F12 5x6 = 18 16 15 `14 12 3x5 — 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3x411 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Scale =1:62.4 3x5 = PLATES GRIP MT20 244/190 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 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. (lb) - Max Horz2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2— 452(LC 8), 14=-837(LC 8), 10=-264(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=717(LC 17), 14=1586(LC 1), 10=435(LC 18), 15=326(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/631, 3-4=-454/279, 4-5=-400/292, 5-25=-453/366, 6-25=-400/392, 6-26=-194/717, 7-26=-217/637, 7-8=-297/727, 8-9_ 306/639, 9-10= 296/225 BOT CHORD 2-18=-476/1094, 17-18=-476/1094, 16-17=-476/1094 WEBS 6-14=-1054/539, 7-14= 319/232, 9-14= 743/504, 9-12=0/277, 6-16=-435/665, 5-16=-318/230, 3-16=-771/498, 3-18=0/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh 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) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 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 Ot=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify file applicability of design parameters and properly Incorporate this design Into the overall buSUng 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 wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses 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 Caillon 299 T12673706 M11412 ATC COMMON 1 7 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:kFvnsnOwY419ZhO_nM3lc6ylJ9g-Zdw2GkQb7uOLDFH uJA4_ko8fXHkwZVONMN 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- -0-0 8-1-1 5-9.1 4-1-14 4-1-14 5.9-1 8-1-1 -0-0 �1 O 4.00 F12 5x6 = 18 16 15 14 — 12 3x4 I 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 3x5 = Scale =1:62.4 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -O.D5 18-21 >999 360 MT20 244/19D 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/fP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight: 172 ib FT= 20/ LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2= 452(LC 8), 14— 837(LC 8), 10— 264(LC 8) Max Grav All reactions 250 lb or less at Joint(s) except 2=717(LC 17), 14=1586(LC 1), 10=435(LC 18), 15=326(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1170/631. 3-4=-454/279, 4-5= 400/292, 5-25=-453/366, 6-25=-400/392, 6-26= 194/717, 7-26=-217/637, 7-8= 297/727, 8-9— 306/639, 9-10= 296/225 BOT CHORD 2-18=-476/1094, 17-18_ 476/1094, 16-17=-476/1094 WEBS 6-14=-1054/539, 7-14=-319/232, 9-14=-743/504, 9-12=0/277, 6-16=-435/665, 5-16= 318/230, 3-16— 771/498, 3-18=0/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 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; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) 2=452, 14=837, 10=264. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11--7473 rev. 101032015 BEFORE USE " Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual bullding 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 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 Crltefla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3M Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) unambers I russ, Inc., For Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:26 2017 Page 1 I D:kFvnsnOwY419ZhO_nM31c6yIJ9g-1 pU RU4RDuCXCrPs4tubDH?gjph0_IvlXb lywgzyBQVV 16-0-0 22-10-15 a -2•a0-0 14-ail 156-0 &ao 3s-ao -To 2-0-0 2 a2-ail2-ail a7a1 4-ail 8-0-0B-0-0 4- il 0-6-0 1-1-1 Scale = 1:66.0 N_ 6 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 3x5 = 3x6 II 4x6 = 6x8 = 5x6 = 25 23 6x8 = 3x6 I I 3x6 = 8-0-0 15.6-0 22-10-15 2811 36-0-0 8-0-0 7-6-0 r 7-4-15 5-1-1 8.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.08 28-31 >999 360 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 FBC2014ITP12007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 3x5 = PLATES GRIP MT20 244/190 Weight: 206 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 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS, All bearings 0-8-0 except Qt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-600(LC 8), 26= 1540(LC 8), 25=-1238(LC 8), 21=-477(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=1010(LC 13), 26=2886(LC 13), 25=2423(LC 14), 21=791(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2137/1073, 20-21= 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=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 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 600 lb uplift at joint 2, 1540 lb uplift at joint 26, 1238 lb uplift at joint 25 and 477 lb uplift at joint 21. 8) Girder carries hip end with 8-0-0 end setback. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll-7473 rev, 10103,2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 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 P y Carlton 299 T12673707 M11412 BHA COMMON 1 1 Job Reference (optional) chambers I russ, Inc., ron r'reroe, FL I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-1 pU RU4RDuCXCrPs4tubDH7gjph0_IvlXb1 ywgzyBOVV 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) O WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only wllh MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rot a Truss system. Before use, the building designer must vedty 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 MiTeW Is always Tequired for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the tabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T12673708 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MI I eK Industries, Inc. I nu Uec 07 08:35:27 2011 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-V?2phPSrf W f3SZQGQb6SpD Duu5J21 MBgphi7NPyBQVU 1-0- 7-10-0 13-8-0 189-0 22-4-0 28-2-0 36-" 7-0 -0- 7-10-0 5-10-0 411 4-4-0 5-10-0 7-10-0 .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 34 14 3b 30 d/ de -- 11 4a 4x5 = 3x4 11 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)-- i3:0-5-4,0-2-81,f5:0-4-0,0-3-01,f7:0-5-4,0-2-81 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(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 puffins. 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 Horz 2— 97(LC 23) Max Upllft2=-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= 112711999, 23-24— 1127/1999, 24-25=-1127/1999, 4-25= 1127/1999, 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= 1521612 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=1211; 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) 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMU-7473 rev. 10/17MOIS 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 MR 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 aril/or chord members only. Additional temporary and permanent bracing M!Tek' 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 Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type city Ply Carlton 299 T12673706 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fon Pierce, FL 7.640 S Aug 16 2011 MI I eK Inausines, Inc. I nu Uec ut U6:3b:2/ ZU1 I I -age 2 I D:kFvnsnOwY419Zh0_nM3lc6yIJ9g-V?2phPSrPNf3SZQGQb6SpDDuu5J21 MBgphTN PyBQVU NO7ES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 301 lb up at 7-10-0, 139 lb down and 170 lb up at 10-0-12, 139 lb down and 170 lb up at 12-0-12, 139 lb down and 170 lb up at 14-0-12, 139 lb down and 170 lb up at 16-0-12, 139 lb down and 170 lb up at 18-0-12, 139 lb down and 170 lb up at 19-11-4, 139 lb down and 170 lb up at 21-11-4, 139 lb down and 170 lb up at 23-11-4, and 139 lb down and 170 lb up at 25-11-4, and 261 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 lb up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-11-4, 77 lb down and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-7=-54, 7-9= 54, 16-19=-20 Concentrated Loads (lb) Vert: 3_ 137(B) 5=-103(B) 7= 137(B) 14=-49(B) 15=-389(B) 10=-389(B) 11=49(13) 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 MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE ' Design valld for use only with Mflek® 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 stablilty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 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 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-V?2phPSrf W f3SZQGQb6SpDD2E5U D i Y?gphiTN PyBQVU -1-0-0 2-0-0 1-" 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 2x4 SP No.3 REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8), 2=-131(LC 8), 4= 3(LC 5) Max Grav3=38(LC 13), 2=143(LC 1), 4=29(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=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 30 lb uplift at joint 3, 131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 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 MiTek 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/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 T12673710 M11412 J4 MONO TRUSS 6 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Thu Dec 07 08:35:28 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-_CCBVITU Ppnw4i?T_lehMQmBW VoUm?Fp2LROvryBQVT 1-0-0 4-0-0 3x4 = 4-0-0 4-0-0 Scale = 1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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: 14lb 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=3.0psf; 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 73 lb uplift at joint 3, 168 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.. 1010312015 BEFORE USE. Design valid for use only with Mflek® 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 muss 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 Qty Ply Cadton 299 T12673711 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:28 2017, Page 1 I D:kFvnsnOwY419ZhQ_nM3lc6yIJ9g-_CCBVITU Ppnw4i?T_IehMQm6XVkgm?Fp2LROvryBQVT -1-0-0 _ 6-0-0 1-0-0 6-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(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; B=59f; 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 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10103J2015 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. Tamps, FL 33610 Jab Truss Truss Type Qty, Ply Carlton 299 T12673712 M11412 JB 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-SO9Z65T6A7vmisafY09wueiKNv6LVRVzH7BaRHyBQVS 1-0-0 M-0 1-0-0 8-0-0 Scale = 1:19.2 3x4 = Plate Offsets 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 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 26lb 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 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=178(LC 8) Max UpIIft3= 167(LC 8), 2= 455(LC 8), 4— 114(LC 8) Max Grav3=161(LC 1), 2=404(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=59ft; L=36ft; eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 3, 455 lb uplift at joint 2 and 114 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGEMII-7473 rev. 1010=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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and puss 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 T12673713 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Dec 07 08:35:29 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-SO9Z65T6A7vmisafY09wuelLcv6 W VRVzH?BaRHyBQVS 7-10.0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.07 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.20 4-7 >469 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.08 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=157/Mechanical, 2=396/0-8-0, 4=69/Mechanical Max Horz 2=175(LC 8) Max Uplift3=-154(LC 8), 2— 257(LC 8) Max Grav3=164(LC 13), 2=396(LC 1), 4=117(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M&7473 rev. 10/032015 BEFORE USE, Design valid for use only with MITek® connectors. INs 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 Indlcafed 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 Carlton299 T12673714 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL r.b4U S Aug ib zul / mi I ek inausrnes, inc. Thu Dec ur un:sasv zui r rage i _ I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wajxJRU kxR 1 dJ09r6jg9RrrX?IS6Epi6Vtw7zkyBQV R -1-5-0 7-2-7 11-3-0 1-5-0 7-2-7 4-0-9 3x4 = ��J �� 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 6-9 >999 240 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 FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=476/0-11-5, 5=386/Mechanical Max Horz2=178(LC 21) Max Uplift4=-96(LC 8), 2=-422(LC 8), 5=-344(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10— 818/637, 10-11— 797/619, 3-11=-768/578 BOT CHORD 2-13=-634/776, 13-14=-634/776, 6-14=-634/776, 6-15=-634/776, 5-15=-634/776 WEBS 3-6= 81/269, 3-5=-851/695 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 9-1-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=591t; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 4, 422 lb uplift at joint 2 and 344 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0, 114 lb down and 101 lb up at 5-8-15, 114 lb down and 101 lb up at 5-8-15, and 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 69 lb down and 28 lb up at 2-11-0, 69 lb down and 28 lb up at 2-11-0, 84 lb down at 5-8-15, 84 lb down at 5-8-15, and 98 lb down and 14 lb up at 8-6-14, and 98 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11= 2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(1` -10, B— 10) 15=-50(F=-25, B=-25) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. IOM32015 BEFORE USE. Design valid for use only with Mtrek® 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 possible personal Injury and property damage. For general guidance regarding the fabricafion, 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 Trus Truss Type Qty Ply Carlton 299 T12673715 M11412 KJAS MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7.640 s Aug 16 2017 MFek Industries, Inc. Thu Dec 07 08:35:30 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-wajxJ RUkxR 1 dJ09r6jg9RrrYHISKEgr6Vfw7zkyBQVR 6-10-0 4-2-3 Scale = 1:20.4 3x4 = ��J �� 3x4 = 6-10-0 14-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.07 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matfix-M) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=110/Mechanical, 2=459/0-11-5, 5=368/Mechanical Max Horz2=175(LC 8) Max Upllft4=-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=12fh B=59ft; L=36ft; eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 109 Ib uplift at joint 4, 326 Ib uplift at joint 2 and 195 Ib 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 Ib down and 58 Ib up at 2-11-0, 92 Ib down and 58 Ib up at 2-11-0, 114 Ib down and 101 Ib up at 5-8-15, 114 Ib down and 101 Ib up at 5-8-15, and 137lb down and 143 Ib up at 8-6-14, and 137 Ib down and 143 Ib up at 8-6-14 on top chord, and 11 Ib down and 31 Ib up at 2-11-0, 11 Ib down and 31 Ib up at 2-11-0, 26 Ib down and 30 Ib up at 5-8-15, 26 Ib down and 30 Ib up at 5-8-15, and 40 Ib down and 14 Ib up at 8-6-14, and 40 Ib down and 14 Ib up at 8-6-14 on bottom chord. The design/selectlon 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, 13 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 /NCLUDED MrrEK REFERANCE PAGE M11-7473 rev, 10/032015 BEFORE USE. Design valid for use only wllh 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 MOW Is always required for stability and to prevent collapse wllh 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 avadlabte from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1d' - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 a! O U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 0 bracing should be considered. c O 3. Never exceed the design loading shown and never = U stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plafing requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ff. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. . © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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.