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HomeMy WebLinkAboutTruss, Mitek , plans Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko s \� RE: M11412 - Carlton 299 r 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 HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 14 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Nam_a _Date 1 T10152074 1 A 1 12 1 T10152075 1 Al 1 1/3/17 13 1 T10152076 1 A2 1 1/3/17 14 T10152077 1 A3 1 1/3/17 15 T10152078 1 A4 1 1/3/17 16 T10152079 1 ATA 1 1/3/1 7 1 T10152080 1 ATB 1 1/3/17 1 18 1 T10152081 1 BHA 1 1/3/17 1 9 1 T10152082 I GRA 110 I T10152083 I J2 1 1/3/17 ) Ill I T10152084 I J4 1 1/3/17 112 I T10152085 1 J6 1 1/3/17 113 I T10152086 I J8 1 1/3/17 I �` S 114 1 T10152087 I KJ8 1 1/3/17 The truss drawing(s)referenced above have been prepared by MiTekUI USA,Inc. under my direct supervision based on the parameters �.`�pPQ...N....'4 provided by Chambers Truss. ��•` �••��C E NS .? wee Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28,2017. 2 :. • ..•.I* IMPORTANT NOTE: The seal on these truss component designs is a certification � : e that the engineer named is licensed in the jurisdiction(s)identified and that the 13 STATE OF � ..0 . designs comply with ANSI/TPI 1. These designs are based upon parameters ee,X'•,.c� O \ shown(e.g.,loads,supports,dimensions,shapes and design codes),which were e, O R 1 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 i�, 0 N A�`����A 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 Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSUTPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: January 3,2017 Velez,Joaquin 1 of 1 �obTruss Truss Type Qty Ply Carlton 2ssT10152074 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirsk Industries,Inc. Tue Jan 03 15:32:53 2017 Page 1 i 1 D:kFvnsnOwY419Zh0_nM3lc6yfJgg-4ntSa2sKCs1 Fiv2mp6BQOlOq ROoUhYYR3oS6cczz1 k8 1-0- 8-6-0 10-0-0 13-8-0 19-4-15 26-0-0 28-9-4 36-0-0 7-0- -0-0 8-6-0 1-6-0 3-8-0 5-8-15 6-7-1 2-9-4 7-2-12 -0-0 Scale=1:64.7 5x8= 44= 4x4= 5x8 MT18HS= 4.00 F12 3x4\\ 3 4 22 235 6 24 25 7 3x4 8 t2 ri m ' .1 2 12 11 9 10 '_n °' 18 6x10MT18HS= i`5 15 14 4x4= 3x4= 3x8= 3x4= 5x12= 2.00 12 U10= 10-0-0 13-8-0 19-10-0 2411 26-0-0 36-M 10-0-0 3-8-0 6-2-0 4-8-0 1-0-0 10-0-0 Plate Offsets(X Y)-- f2:0-0-2 Edge�4-0-5-4 0-2-81 f7:0-5-8 0-2-81 f9:0-2-10 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.68 12-13 >635 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.54 12-13 >280 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.53 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.94 12-13 >458 240 Weight:162lb FIT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-7:2x4 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=1404/0-8-0,9=136810-8-0 Max Horz 2=121(LC 6) Max Uplift2=-856(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=3090/1801,3-4=2890/1729,4-22=3250/1975,22-23=-3250/1975,5-23=-3250/1975, 5-6=-4867/2851,6-24=-6373/3593,24-25=-6373/3593,7-25=-6373/3593, 7-8=-5465/3041,8-9=-5795/3310 BOT CHORD 2-15=-1577/2863,14-15—1408/2714,13-14=-1754/3263,12-13=2670/4938, 11-1 2=-2745/5261,9-11=-3059/5513 WEBS 3-15=351/345,4-15=-238/436,4-14=472/798,5-14=953/614,5-13=-974/1792, 6-13=-826/560,6-12=776/1575,7-12=976/1705,7-11=-24/365,8-11=332/328 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 837 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I II ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103J2015 BEFORE USE. Design valld for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly Incorporate this design info the overall yT' building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ,I p�ffek• Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T10162075 M11412 Al SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 0315:32:53 2017 Page 1 I D:kFvnsnOwY419Zh0_nM31c6ylJ9g-4ntSa2sKCsi Fiv2mp6BQOlOuZOoNhYSR3oS6cczzl k8 1-0- 8-6-0 12-0-0 18-7-4 24-0-0 26-9-4 36-0-0 7-0- -0- 8-6-0 3-6-0 6-7-4 5-4-12 4-9-4 7-2-12 -0-0 Scale=1:64.7 5x6= 3x4= 5x6= 4.00 12 4 21 5 22 6 3x4 I I 3x4 3 7 m ' 1e, 2 11 8. 9 I1 rl 12 7x8MT18HS= 10 0 14 13 3x4= 3x4 II 4x5= 3x4= 6xB= 2.00 12 4x10= 8 6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 Plate Offsets(X Y)-- (8:0-2-10 Edgel f 13:0-4-0 0-2-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.29 11-12 >335 240 MT18HS 244%190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.77 10-11 >559 240 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 Horz2=143(LC 6) 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—3122/1776,3-4=-3086/1887,4-21=-2664/1628,5-21=-2664/1628,5-22=-3686/2196, 6-22=-3686/2196,6-75220/2924,7-8=-5824/3269 BOT CHORD 2-14=1552/2892,13-14=-1318/2532,12-13=1966/3746,11-12—2376/4574, 10-11=-3025/5547,8-10=-3018/5536 WEBS 3-14=-325/322,4-14=-357/591,4-13=-1381423,5-13=-1333f734,5-12=-129/499, 6-12=968/467,6-11=-971/1920,7-11=-635/430 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;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 836 lb uplift at joint 8. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.f 0/03J2015 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Carlton 299 T10152076 M11412 A2 SPECIAL 1 1 Job Reference o tional Chembers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Jan 0315:32:54 2017 Page 1 I D:kFvnsnowY41gZh0_nM3lc6ylJgg-YzRroOtyzAQ6K3dyMgifxVxzso8iQ?YaISCf82zz1 k7 1-0- 8-6-0 14-0-0 22-0-0 24-6-0 28-9-4 36-0-0 7-0- 100 8-6-0 5-6-0 8-0-0 2-6-0 4-3-4 7-2-12 -0-0 Scale=1:64.7 5x6= 5x6= 4.00 F12 4 5 4x6 6 3x4% 3x4 3 7 N II a 11 N1 2 12 8 g N 7x8 MT18HS= 10 16 dl 3x10= 3x4 II o o — 14 13 3x4 II 5x6 4x10= 3x6% 2.00 F12 8 6-0 13-8-0 22-0-0 24-6-0 _8 9-4 1 36-0-0 0 5-2-0 8-4-0 2-6-0 4-3-4 7-2-12 8-6- Plate Offsets(X Y)-- f2.0-3-14 0-1-81 r8:0-2-10 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 0.94 Vert(LL) -0.55 10-11 >791 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.25 10-11 >345 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.46 8 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.75 10-11 >573 240 Weight:164lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. 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=1402/0-8-0,8=1370/0-8-0 Max Horz 2=-1 65(LC 6) Max Uplift2=855(LC 8),8=837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3133/1789,3-4=-2576/1547,4-5=-3401/2001,5-6=-3554/2057,6-7=-5231/2944, 7-8=-5828/3267 BOT CHORD 2-14=-1566/2904,13-14—1566/2904,12-13=-1236/2444,11-12=2617/5003, 10-11=-3023/5548,8-10=-3016/5538 WEBS 3-13—621/402,4-12=532/1152,5-12=-353/789,6-12=-2159/1221,6-11=1003/1864, 7-11=-619/402 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.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 837 lb uplift at joint 8. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE 11,171-7473 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 on Individual(wilding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Info 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 inns 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 Cariton 299 T70152077 M11412 A3 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 03 15:32:55 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-09?D?kuakTYzxDC8wXDuTjUEyCU_9SDkX6xDgUzz1 k6 1-0-0 8-6-0 16-0-0 20.0-0 24-6-0 28-9-4 36-0-0 7-0- -0-0 8-6-0 7-6-0 4-3-4 7-2-12 -0.0 Scale=1:65.8 4.00 12 5x6= 5x6= 4 5 4x6 5x8% 6 46 3 7 384 z N r 12 N 2 13 9 10 'n �1 7x8fu1T18HS= 11 15 14 4x8= 3x4 11 0 3x4 II 5x6 U10= 3x6% 2.00 12 8-6-0 13-8-0 20-0-0 24-6-0 28-9-4 36-0-0 8-6-0 5-2-0 6-41 4-6-0 4-0-4 7-2-12 Plate Offsets(X Y)-- f2:0-3-14 0-1-8f f3:0-4-0 0-3-01 f7.0-3-0 Edgel f9.0-2-10 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.56 11-12 >774 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1 0.93 Vert(TL) -1.27 11-12 >339 240 MT18HS 244/1 ,90 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.48 9 n/a ri/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.77 11-12 >561 240 Weight:166lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc pdriins. 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 Harz 2=187(LC 7) Max Uplift2=-854(LC 8),9=-838(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3178/1831,3-4=-2538/1520,4-5=-2686/1641,5-6=-2847/1681,6-7=5238/2970, 7-8=5260/2962,8-9=5827/3267 BOT CHORD 2-15=-1611/2953,14-15—1610/2955,13-14=-1170/2358,12-13=-2645/5041, 11-1 2=-3022/5547,9-11=3016/5537 WEBS 3-15=0/253,3-14=-740/508,4-13—235/640,5-13=-346/678,6-13—2700/1535, 6-12=-981/1910,8-12—587/372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing 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 854 lb uplift at joint 2 and 838 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGEW-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must 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 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 Inks 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 Carlton 299 T10152078 M11412 A4 SPECIAL 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mrrek Industries,Inc. Tue Jan 03 15:32:55 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-09?D?kuakTYzxDC8wXDUTjUEoCU39PzkX6xDgUzzlk6 1-0- 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 7-0- 100 8-6-0 5-2-0 4-4-0 6-6-0 4-3-4 7-2-12 -0-0 Scale:3116"=l' I 4.00 12 5x6= 6 3x4 3x6% 5 5x6 4x6 Z 7 3x4% 4 8 3x4 3 9 13 u 10 1t2 �11 2 14 7x8 MT18HS= 12 11 d 3x4 I I 16 15 4x8= o 4x5= 3x4 I I 5x12= 2.00 12 4x10= 6 6-0 13-8-0 18-0-0 24-6-0 28-9' 36-0-0 BE-0 5-2-0 4-4-0 6-6-0 43-4 7-2-12 Plate Offsets(X Y)-- f8:0-3-0 Edge],f 10:0-2-10 Ed9e1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.59 13 >727 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 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 FTI=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc puriins. 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 Harz 2=-208(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=-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=1562/2905,1 4-1 5=-1 2 35124 31,13-14=-2670/5074, 12-13=-3006/5529,10-12=-3000/5519 WEBS 3-16=0/262,3-15=-622/394,5-14=-337/225,6-14=644/1182,7-14=3080/1761, 7-13=-965/1930,9-13=539/332 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 837 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not +.�q a truss system.Before use,the building designer must verify the applicabillty 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 Itl p��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 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 aty Ply �CarltonsT70152079 Ml1412 ATA COMMON B 1ence o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:56 2017 Page 1 I D:kFvns nOwY419Zh0_nM3lc6ylJ9g-ULYbC4vCVnggZNnLU Fk8OwOSMbwTuzBtlmhmCxzzl k5 1-0- 8-1-1 13-10-2 18-0-0 22-1-14 27-10-15 36-0-0 7-0- -0-0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 1-0-0 Scale=1:62.4 4.00 12 5x6= 6 r 3x4 II 24 25 3x4 II 3x6% 5 7 3x6 3x4% 4 8 3x4 3 9 Lot 2 10 11 'n I� O 17 16 15 26 27 14 13 12 4x5= 3x4 11 4x6= 3x8= 3x8= 4x6 3x4 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(psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240 i BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.16 10 n/a n1a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight:172lb FT'=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puffins. 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 Horz 2=208(LC 6) Max Uplift2=-796(LC 8),10=-796(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3311/1660,3-4=-2709/1348,4-5=-2658/1362,5-24=-2709/1437,6-24=-2658/1463, 6-25=-2658/1463,7-25=-2709/1437,7-8=-2658/1362,8-9=-2709/134B,9-10=3311/1660 BOT CHORD 2-17=-1450/3079,16-17—1450/3079,15-16=-1450/3079,15-26=776/2019, 26-27=-776/2019,14-27=-776/2019,13-14=-1450/3079,12-13=-1450/3079, 10-12=-1450/3079 WEBS 6-14=-469/969,7-14=-323/234,9-14=-636/451,6-15=469/969,5-15—323/234, 3-15=636/451 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MIN FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.0lb 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=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tans system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-69 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 T10152080 M11412 ATB COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:57 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-yY6zQQvrG5ohBXMX2yGNY8Zes?KcdOX1_QQKINzz1 k4 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 Scale=1:62.4 4.00 12 5x6= 6 3X4 11 25 26 3X4 11 3x6% 5 7 3x6 C 3X4 4 8 3x4 3 9 �1 2 10 11 'n O 18 17 16 15 27 28 14 13 12 = 3x4 11 3x6= 6x8= 6x8= 3x6= 3x4 11 3x5 3x5 — 8-1-1 13-10-2 15-2-0 21-10-0 22 1 14 27-10-15 36-0-0 6-1.1 5-9-1 1-3.14 6-8-0 0 -d 5-9-1 8-1-1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/1,90 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/TP12007 (Matdx-M) Wind(LL) 0.0716-18 >999 240 Weight:172lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb)- Max Harz 2=208(LC 7) Max Uplift All uplift 100 lb or less at Joint(s)15 except 2=-452(LC 8),14=-837(LC 8),10=-264(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=717(LC 17),14=1586(LC 1),10=435(LC 18),15=326(LC 13) FORCES. (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—476/1094,17-1 8=-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.II; 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=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except at=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 MITEK REFERANCE PAGE 11,1I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Val 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Carlton 299 T10152081 M11412 BHA COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-OkgLdmwT1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzz1 k3 16-0-0 22-10-15 r1-aQ 8-0-0 12-0-0 14-a0 ,is6-o 2a00 22-a0 , za-aq 26-0-0 36-a_0 1-0-0 8-0-0 4-0-0 2-0-0 1-6-0 2-0-0 2-a0 2-0-0 0-10-1 4-a0 u-u-u 0-6-0 i-1-1 Scale=1:66.0 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED TRANSFERRING ROOF LOADS TO THE GROUND 5x6= PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 12 14 7x10 7 16 18 7xl0 4.0D 12 5 3x6 I 5rt = x 3 8 0 17 20 N 1 2 21 N 22 ,� N ail Im 28 27 26 25 24 23 = 3x6 14x6= 6x8= 6x8— 3x6 I I 3x5 3x5 = 3x6= 8-" 15-6-0 22-10-15 28-0-0 36-0-0 8-0-0 7-6-0 7-4-15 Plate Offsets(X Y)-- f2:0-0-2 Edgel (3.0-3-8 Edgel i11:0-3-0 0-3-01 [20.0-3-8 Edge],r21:0-1-10 Edgel f25.0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 Weight:208lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s):8,4,14,16,18 REACTIONS. All bearings 0-8-0 except Qt=length)25=0-11-5. (lb)- Max Horz 2=-208(LC 6) Max Upllft All uplift 100 lb or less at joints)except 2=-600(LC 8),261540(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=-2137/1073,2 0-2 1=-1 3721663,3-4—212f715,4-6=-212f715,6-8=-212f715, 8-1 0=21 2171 5,10-11=-212/715,11-13—212f715,13-15=-212f715,15-17=212f715, 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=-9891761,3-28=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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 600 lb uplift at joint 2,1540 lb uplift at joint 26,1238 lb uplift at joint 25 and 477 lb uplift at joint 21. 8)Girder carries hip end with 8-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the 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). S Standard WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. *��R 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 frLM system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute-218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty, Ply Carlton 299 ' T10152081 M11412 BHA COMMON 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OkgLdmwT1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzz1 10 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(1`=-72) Concentrated Loads(lb) Vert:28=-641(F)23=641(F) I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,]he building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall 1�1� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing :ItlA�'��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 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 29s T70152082 M11412 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mrrek Industries,Inc.Tue Jan 03 15:32:59 2017 Page 1 I D:kFvns nOwY419Zh0_nM3lc6ylJgg-uwEkr5x5ni2 PQgVw9N IreZegGpuO5DaJ RkvQpGzz1 k2 1-0- 13-8-0 18-0-0 22-4-0 28-0-0 36-0-0 7-0- lo- 8-0-0 5-8-0 4-4-0 4-4-0 5-8-0 8-0-0 1-0 Scale:3/16"=1' 5x8 MTI8HS= 5x8 MTIBHS= 4.00 12 3x4 11 5x12= 3x4 11 3 22 234 5 6 24 25 7 N °1 2 $ g N N 6 0 15 14 13 12 11 10 4X6= 3x6 II 5x6 WB= 6x12= 3X6 11 4x6= 6x12= 5X6 WB= $-0-0 13-8-0 22-4-0 28-0-0 36-0-0 8-0-0 5-8-0 8-8-0 5-8-0 8-0-0 Plate Offsets(X Y)f3:0-5-4 0-2-81f5.0-6-0 0-3-01 (7'0-5-4 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 0.84 Vert(LL) -0.15 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(fL) -0.50 12-13 >538 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.22 10-12 >999 240 Weight:164lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-11 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 OTHERS, 2x4 SP No.3 REACTIONS. (lb/size) 2=444/0-8-0,13=4133/0-8-0,8=1443/0-8-0 Max Horz2=99(LC 7) Max Uplift2=-327(LC 8),13=-2631(LC 8),8=-964(LC 8) Max Grav2=499(LC 13),13=4812(LC 13),8=1671(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-439/227,3-22=-1453/2810,22-23—1453/2810,4-23=-1453/2810,4-5—1453/2810, 5-6=-3008/1704,6-24—3008/1704,24-25=-3008/1704,7-25=-3008/1704,7-8=-4045/2161 BOT CHORD 2-15=-127/424,14-15—149/485,13-14—149/485,12-13=279/480,11-12=-1944/3827, 10-1 1=1944/3827,8-10=-1922/3766 WEBS 3-15=-413/1131,3-13=-3603/1912,4-13—864/710,5-13=3873/2256,5-12=-1465/2971, 6-12=-826/689,7-12=-941/467,7-10=409/1125 i 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 2,2631 lb uplift at joint 13 and 964 lb uplift at joint 8. 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)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 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)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 ®WARNING-Verfy design parameters and READ,NOTES ON THIS.AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312DIS BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual[wilding 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 .MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and 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 dob Truss Truss Type Qty Ply Carlton 299 T10152082 1011412 GRA HIP 1 i Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 03 15:32:59 2017 Page 2 I D:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZegGpuO5DaJ RkvQpGzzi k2 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=-126(F=-72),7-9=54,15-16=-20,10-15=-47(F=-27),10-19=-20 Concentrated Loads(lb) Vert:15=-641(F)10=-641(F) I I I . ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev.1010312DI S 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 taus 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 T10152083 M11412 J2 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:59 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZeOZp3v5RZJRkvQpGzz1 k2 -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 i N O >< O 1 4 3x4— 2-O-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:8 lb FT=20% LUMBER- BRACING- I TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 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. NOTES- 1)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.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 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 MITER REFERANCE PAGE Mll-7473 rev.10I03=15 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' j 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 1n1SS 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 T10152064 M11412 J4 MONO TRUSS 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:59 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9N I reZe_5pl x5RZJ RkvQpGzz1 k2 1-0-0 4-0-0 1-0-0 4-M Scale=1:11.2 3 4.00 12 N r m 2 1 3x4= 4 4-M 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 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 n1a n/a BCDL 10.0 Code FBC2014lrP12007 (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=22410-8-0,4=38/Mechanical Max Horz2=102(LC 8) Max Uplift3=-73(LC 8),2=-168(LC 8),4=-2(LC 8) Max Grav3=80(LC 13),2=224(LC 1),4=58(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 3,168 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11­7473 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 appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing `Mffek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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 Oty Ply Carlton 299 T101520&S M11412 J6 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:33:00 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-M7o62RyjYOAG2_46j4p4AmB46DJMqupTgOf_Lizz1 k1 •1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 2 1 3x4= 4 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight:20 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;13=59ft;L=36ft;eave=5ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 1111I-7473 rev.la(03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSt/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avatable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Carlton 299 l JS T10152086 MONO TRUSS 22 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 03 15:33:00 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M7o62RyjYOAG2_46j4p4AmB7zDMoqupTgOt_Lizz1 k1 -1-0-0 _ 8-" � i-0-0 � 3 Scale=1:19.2 4.00 12 2 1 0 3x4= 4 8-0-0 8-0-0 Plate Offsets(X Y)-- f2:0-1-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 2441190 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 FBC2014ITPI2007 (Matrix-M) Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 Uplift3=-167(LC 8),2=455(LC 8),4=-114(LC 8) Max Grav3=161(LC 1),2=404(LC 1),4=119(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.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. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual b ullding 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 r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss 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 C arlton M7,4,2 KJS MONO TRUSS 4 1 T101520"(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:33:01 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-rJMUGnzLJJ17f8flHoKJj_kKaciZZGOcv2OXu8zz1 kO -1-5-0 7-2-7 11-3-0 ' 1-5-0 7-2-7 4-0-9 Scale4-- 1: 1 2.83 12 3x4 12 3 11 10 2 i 13 14 6 15 2x3 I 3x4= 3x4= 5 7-2-7 i 11-0-12 11-310 7-2-7 3-10-5 d-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=476/0-11-5,5=386/Mechanical Max Horz2=178(LC 8) Max Uplift4=96(LC 8),2=-421(LC 8),5=344(LC 8) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-818/637,10-11=-798/619,3-11=-768/578 BOT CHORD 2-13=-634/776,13-14=-634/776,6-14=-634/776,6-15=-634/776,5-15=-634/776 WEBS 3-6=81/269,3-5=851/695 NOTES- 1)Wind: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);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 vide 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 4,421 lb uplift at joint 2 and 344 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0,114 lb down and 101 lb up at 5-8-15,114 lb down and 101 lb up at 5-8-15,and 137 lb down and 143 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(1`-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) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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/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 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property 1 /a (Drawings not to scale) Dama e or Personal Injury - - offsets.are — --- - - --- - --- - - - -- --- - — g- — -- - �—Y - Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. _ TOP CHORDS diagonal or X-bracing,-is always required. See SCSI. c1-2 cgs 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 WEBSb 4 may require bracing,or alternative Tor I k p bracing should be considered, O �� �� a = c 3 r �, O 3. Never exceed the design loading shown and never ays° 3 U stack materials on Inadequately braced trusses. a- 4. Provide copies of this truss design to the building For 4 X 2 Orientation, locate c7-8 c�7 c� � designer,erection supervisor,property owner and plates 0-1/0 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to 4 x 4 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purllns provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft,spacing, section 6.3 These truss,designs rely on lumber values 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 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 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. Nil Is not sufficient. BCSI: Building Component Safety Information, A04111L 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M I luk ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev, 10/03/2015