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HomeMy WebLinkAboutTruss Drawings ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. File Copy MiTek® RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOP EMENT CORP Project Name: M11323 Mode lTjga,�ff6104115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE 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/TPI2007 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 13 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT9680954 I A 10/17/16 12 I T9680955 I A5 1 10/17/16 1 13 I T9680956 I A6 1 10/17/161 14 I T9680957 I A7 1 10/17/16 I 15 I T9680958 I A8 1 10/17/16 1 6 IT9680959 JA9 1 10/17/16 7 T9680960 1 GRA 1 10/17/16 18 I T9680961 I GRB 1 10/17/16 1 19 I T9680962 1 J2 1 10/17/16 1 110 I T9680963 1 J4 1 10/17/16 1 111 I T9680964 1 J6 1 10/17/16 1 MAY 11 20 1? 12 I T9680965 1 J8 1 10/17/16 1 113 I T9680966 I KJ8 1 10/17/16 1 PERMI-MMIGN St. Lucie County, F! The truss drawing(s)referenced above have been prepared by MiTelc USA, Inc. under my direct supervision based on the parameters OPC`OIN V�(�c provided by Chambers Truss. .��, 'S G E NSA•.? 1, Truss Design Engineer's Name: Velez, Joaquin "68182 ' My license renewal date for the state of Florida is February 28,2017. a *' •: = IMPORTANT NOTE: The seal on these truss component designs is a certification cc Z e�•: STATE OF :•UJ: 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 �0,�•. Al shown(e.g.,loads,supports,dimensions,shapes and design codes),which were >, •'• O R I P• ��a� firn to i project specific information preparation customerse file reference purposeony,an was not ken into account in the oofs ` 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 ANSI/TPI 1,Chapter 2. 6804 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T9680954 M11323 A COMMON 9 1 Job Reference(optional) Chambers Truss. Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHMW rvchxpgcTUSEiMd6iD2tQGCyMySYQy 1-0-q 6-7-13 12-4-13 17-0-0 , 27-7-3 _ 27-4-3 r 34-0-0 3 11-0-00, 6-7-13 5-9-0 l 4-7-3 4-7-3 1 5-9-0 r 6-7-13 1-0-0 Scale=1:59.2 4.00 F12 4x4= 6 25 2x3 II 24 2x3 11 3x6 5 7 3x6 8 3x4 4 3x4 3 9 J1 2 - —/� 10 11) 17 16 15 26 27 14 13 12 4x5= 2x3 II 46= 3x8= 3x8= 46= 2x3 II 4x5= 6-7-13 12-4-13 , 21-7-3 27-4-3 34-0-0 66 7-13 5-9-0 9-2-7 —~ 5.0-0 13 --� LOADING(psf) SPACING- 2-0-0 CSI. DEFL in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Verl(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight:163 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplilt2—832(LC 8).10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3188/1833,3-4=-2663/1558,4-5=2616/1565,5-24—2668/1672,6-24=-2608/1669, 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10_3188/1833 BOT CHORD 2-17=1629/2972,16-17=1629/2972,15-16=-1629/2972,15-26=-934/1925, 26-27=934/1925,14-27=934/1925,13-14=-1629/2972,12-13=-1629/2972, 10-12=-1629/2972 WEBS 6-14=-533/948,7-14=328/317,9-14=550/387,6-15=-533/948,5-15=-328/317, 3-15=-550/387 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;11=1411;B=52ft;L=34fh eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 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)50 lb down and 29 lb up at 15-0-0, and 50 lb down and 29 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.f0/03&015 BEFORE USE ` Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the aprAlcablilty of design parameters and prop fly Incoriporaie this design Into the overall p� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mip eW 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 arxi tracing of trusses and truss syslems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,2181V.Lee Street,Stifle 312.Alexandria-VA 22314. Tampa,FL 33610 Job cuss Truss Type Qty Ply 62'Grand Carlton III with porch T9680955 M11323 A5 SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eilLyYSPZSX4m92_pLr8huZh1Zy4adbKKkil1 FySYQw f1-0-0 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 35-0-- 1-0-0, 7-8-5 2.9-15 6-5-12 3-4.8 5-11-8 7.8-0 1-0.0 Scale=1:61.2 4.00 12 5x8 II 6 2x3 11 2x3 11 4x6 7 3%6 5 2x3 zzz 4 8 3x4 3 9 14 10 5x12MT18HS= N r d _ )c� o 13 12 5x12= 2x3 11 3x6= 3x10�� 2.00 12 I 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 __ 9-10-4 5-11-8 7-8-0 Plate Offsets(X,Y)-- (2:0-2-2,0-0-70-7]L:0-3-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Harz 2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5402/3080,3-4=-5047/2830,4-5=-5005/2833,5-6=-5093/2947,6-7=-2352/1498, 7-8=-2330/1420,8-9=2383/1406,9-10_2979/1705 BOT CHORD 2-14=2837/5142,13-14=-990/2054,12-13=1496/2765,10-12=1496/2765 WEBS 3-14=342/309,5-14=-297/306,6-14=-1796/3265,6-13=-246/514,7-13—259/242, 9-13=-634/426 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=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psi 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)2 considers parallel to grain value using ANSVTPI 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 795 lb uplift at joint 2 and 812 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev.1NO3/2015 BEFORE USE 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 verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indivdual truss web and/or chord members only.Additional temporary and permanent bracing O1'e�' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery•ereclion and bracing of trusses and tnrsssystems.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 Sheet,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job T Truss Truss Type Qty Ply 62'Grand Cnrlton III with porch T9680956 M11323 A6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkrryuFUM-6xJjguT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZI1ySYQv }1-0 8-11-11 r 16-0-0 18.0.0 20-4-8 i 25-11-15 34.0.0 55-00.1 9-0-0 B-11-11 7-0-5 i 2-0 2-4-8 5-7-7 r B-0-1 Scale:3/16"=1' 4.00 12 6x8= 5x6= 5 6 2x3 5x6 WB% 3x4 5x6 34 78 n' // N 14 1 2 —�_ 10 5x12 MT18HS— 13 _ 16 r; o 3x4= 12 6 11 300 2 = 5x6= 2x3 11 3x6= .00 12 f— 10-6-4 15-0-0 6-0 20-4-8_ 25-11.15 34-0-0 10-6-4 4-5.12 1-0-0 4-4-8 5-7-7 _ 8-0-1 Plate Otisets(X;y)=[2:0-2-2,0-0-71 L3:O-3-O,Edge],f5:0-4-0,0-2-3].[7:0-2-7 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 0.76 I Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=-796(LC 8),9=-811(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=-4981/2826,5-6_2255/1421,6-7—2312/1390, 7-8=2320/1368,8-9=-3010/1736 BOT CHORD 2-14=-2825/5111,13-14=1110/2301,12-13—1043/2141.11-12=-152812799, 9-11=-1528/2799 WEBS 4-14=-487/484,5-14=-1581/2900,5-13=-402/185,6-13=-166/517,8-12=-764/537, 8-11=0/257 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=4.2pst;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;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)2 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 796 lb uplift at joint 2 and 811 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mfrek©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 p�T ee..building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I VIO I�GrR" Is always required for slabfllfy and to prevent collapse with possible personal Injury and property dam age. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses 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 III with Job Truss Truss Type 1 Job Reference n(opti(optional) T9680957 M11323 A7 SPECIAL 1 1 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 ID:WSJgpGwalPpeur6lik9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySY0u 8-10-10 14-0-0 20-0-0 I 25-11-11-15 34-0-0 3 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale=1:62.3 5x10 5x6= 4.00 F12 4 5 2x3: -- 3x4 3 6 N 5x12 MT18HS= )C ` I` 10 9 0 5x12= 2x3 II US= 3x10= 2.OD 12 10-" 14-0-0 20-4-8 25-11-15 3a-o-o 10-6-4 3-5-12, 6-4_8 5-7-7 8-0-1 Plate Offsets(X Y)-- f2:0-2-2 0-0-7 1,j4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.8B Vert(TL) -1.40 10-11 >291 240 MT18HS 244/19D BCLL 0.0 ' . Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a rda BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight:147lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz2—149(LC 6) Max Uplift2=-795(LC 8),7=812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=-2960/1697 BOT CHORD 2-11=2785/5096,10-11=-1430/2801,9-10=-1486/2746,7-9=-1486/2746 WEBS 3-11=412/418,4-11=-1327/2588,4-10=-810/415,5-10=166/455,6-10=-636/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=14fh B=52tt L=34ft;eave=6ft;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)2 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 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE, Designvalid for use only wlih MllekO 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 Into the overall (wilding design. Bracing Indicated is to prevent txickiing of individual truss web and/or chord members only.Additlonal temporary and permanent bracing MiTek' Is always requtred for slablilly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabk:alion,storage,delivery,erection and bracing of hoses and taus systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680958 M11323 AB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Page 1 c ID:WSJgpGwaiPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs f1 .8.4 f 1_ 2-0-0 15.8.4 r 20-4-8 21 2-0^0 24-8-12 34-0-0� �-0-q 1-0-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0-0 Scale=1:62.2 5x6= 3x4 2x3 11 4x8= = 4.00 12 4 20 5 6 21 7 2x3 20 3 8 10 13 u �rf 502MT18HS= o 12 11 300= 5x12= 3x4= 4x6= 2.00 12 10-6-4 20-4-8 22-0-0 34-0-0 _ 10-6-4 9-10-4 1-7-8 12-0.0 Plate Offsets X Y)=2:0-2-2 0-0-7],f7:0-5-8,0-2-41,i9:0-2-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n1a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=129210-8-0,9=1332/0-8-0 Max Horz 2=129(LC 7) Max Uplift2—794(LC 8),9=-813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3033,3-4=4970/2788,4-20=-3801/2193,5-20=-3801/2193,5-6=-2464/1521, 6-21=-2472/1529,7-21=-2472/1529,7-8—2492/1487,8-9=2808/1655 BOT CHORD 2-13=-2785/5078,12-13=-1698/3180,11-12=1158/2331,9-11=-1432/2593 WEBS 3-13—389/395,4-13=-895/1665,5-13=-291/796,5-12=894/538,7-12=-303/452, 7-11=228/474,8-11=-408/405 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=14fh B=52ft L=34ft eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 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 794 lb uplift at joint 2 and 813 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED Af/TEK REFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE Design valid for use only wlih Mllek®connectors.This design is based only upon parameters shown,and is for art Individual txrilding component,not a truss system.Before use,the building designer must verify the appticaWfly of design parameters and properly Incorporate this design info 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 IV4iTek• Is always required for siabllity and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcailon,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 Instilufe,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Cariton III with porch M11323 A9 HIP 1 1 T9680959 Job Reference o tp ional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalH FnB4 U?T3iSySYQr r1.0-Q 6-7-15 .00 15.2-14 I 20-4-0 24-0-0 2744-1 34-0-0 _55_0-0 1-0-0r 6-7-15 0 5-1.2 6-7-15 Ti4 -0-0 1 Scale=1:60.1 4x4= 2x3 11 4x8= 4.00 12 3x4.= 4 22 5 6 23 7 2x3 2x3 i 3 8 tz 16 v>1 2 \ 9 10 v, 6 � - o Io 15 14 13 12 11 3x5= 3x8 3x6= 6x8 3x6= 3x4= 3x5= F 10-0-0 i 20-4-0 24-0-0 34-0-0 10.0.0 10-4-0 _ 3-8-0 10-0-0 Plate Oitsets X Y)-- (2:0-2-8,Edge],(7:0-5-4,0-2-01,(9-0-2-2,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 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:156 lb FT=0 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 3n BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz2=-109(LC 6) Max Upliff2=-441(LC 8),9=-262(LC 8),13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1196/685,3-4=-874/475,4-22=797/472,5-22=-797/472,5-6=-369/747, 6-23=369/747,7-23=-369/747,7-8=-78/269,8-9=295/175 BOT CHORD 2-15=-543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12=-245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-11621752,6-13—260/229,7-11=156/325, 8-11=387/359,7-13=-762/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128niph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=5211;L=34fh eave=6ft 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)This truss has been designed for a 10.0 psi 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"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 PAGEMl1-7473 rev.1010312015 BEFORE USE Design valid for use only with MlIeW connectors.This design Is lamed only ulwn paramelers shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicabilify of design parameters and property Incorporate this design into the overall Iva building design. Bracing indicated Is 10 prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B 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 avoflable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference(optional) _ Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etC1 cxC3ixV V?huls?ypJyuFU I<•Tv7cDbW A91 H DU4 W 89cyYxgpg Dz6A_CIDi1CdEvySYQq it-0-9 8-0-0 11-1-1 17-0-0 186-01 22-2-2 260-0 34-0-0 35-0_9 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9.14 8-0-0 1-0-0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 _ 7x10 6 I 17 6x10 4.00 12 4 3x6— 19 3 — 13� 16 Sx 21 10 n n1 2 I N i 22 2,1 ♦u 1ch 0 29 28 27 26 25 24 _. o 3x5= 3x6 1 3x6= 6x8= 3x6= 6x8—_ 4x4= 6x8= B-0-0 11-1-1 18-6-0 26-0-0 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 --� 8 0 0 Plate Offsets(X,Y)-- 13:0-3-8,Ed eJ 121:0-3-8,Ed6e1,[24:0-3-8,0-3-0,(27:0-3-8,0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(L) -0.19 24-26 >987 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.96 1 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) ! Weight:194lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except: BOT CHORD 2x4 SP M 30 1 Row at micipt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10=-584/1206, 10-12=584/1206,12-13=-584/1206,13-15=-5B4/1206,15-16=-584/1206, 16-18=584/1206,18-20=2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=-134/313,9-11=-114/371,11-14=200/419,14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29=-195/591,28-29=143/463,27-28—143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29—457/1105,3-27=-1643/836,5-27_769/636,5-26—537/346,13-26=-934/608, 18-26=2360/1437,18-24=782/1690,21-24=-38/353,4-5=-618/520,19-20=-342/310, 14-15=549/402 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.Opsh h=14ft;B=52ft L=34ft;eave=6ft;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 2x3 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 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)dr other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,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. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O C S Standard AL WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMY-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only wlih 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 vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual miss web and/or chord members only.Additional temporary and permanent bracing MITek' Is always required tot stability and to prevent collapse with possible persr nal Injury and property damage. For general guldance 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 Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GSA (HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 Welk Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 c ID_etClcxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A CtDifCdEvySYQq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=20.3-11=-126(F=-72),11-21=126(F=72) Concentrated Loads(lb) Vert:29=641(F)24—641(F) ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEW-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MllekO 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 NliTek� is always required for stabillty 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/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 P y s2'Grand Carlton III with porch M11323 GRB HIP 1 1 T9680961 Job Reference(o tip onalL Chambers Truss, Fort Pierce,FL T7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4ra W BL WyuFUJ-Tv7c Db W A91 H D U4W 89cyYxgpiuz4F-CM 3DifCdEvySYOq 0-0 0� 8-0-0 -8-0 3-4.0 -i 3-4-0 5-8-0 8-" 115- Scale=1:60.1 5x8 MT1BHS= 4x10= _ 5x8 MT18HS= 4.00(12 2x3 II 4x6= 2x3 II 3 23 4 5 6 7 24 8 -- 1 N N1 2 g N 10 N 16 — — — Io 16 15 14 13 12 11 4x5— 3x6 li 4x6— BOO= 6x10= 4x6= 3x6 II 46— 8.0-0 I 13-8-0 204-0 26.0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets X Y)-- (2:0-2-2,Edpe1,L3:0-5-4,0-2-81,(5:0-3-0,Edgel,(8:0-5-4,0-2-e1,(9:0-2-2JEdge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/19D BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153lb FT=0°6 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3"Except" WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz 2=-90(LC 6) Max Uplitt2—871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=1265/2545,7-24=1265/2545,8-24=1265/2545,8-9=-692/331 BOT CHORD 2-16_1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=246/658,9-11=-225/595 WEBS 3-16=-402/1155,3-14=1431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 8-11=403/1157,6-14=1431/2780,6-13=-3151/1776 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=14ft;B=52fh L=34ft;eave=6ft;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 ib uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,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. 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=54,3-8=-131(F=-77),8-10=54,16-1720,11-16=-49(F—29),11-20=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTeM 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 properly darnage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TP1I 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 �russ Truss Type Qty Ply 62'Grand Calton III viah porch T9680961 M1t323 GRB HIP 1 1 Job Reference_( ptional) Chambers Truss, Fort Pierce,FL 7.640 s Apr ig 2016 MiTek Industries,Inc.Mon Oct 17 10A0:10 2016 Page 2 I D:SrRaEyyrg04M78G4 ra W BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMIeNQUj(cMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16—641(F)11=-641(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 89TEK REFERANCE PAGE M11-7473 rev-1010312015 BEFORE USE Design valid for use only wllh MfTekhl 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 verily 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 Mi lT ek• Is always required for stability and to prevent collapse with p osslble personal injury and properly damage. For general guidance regarding the fabricatlon,storage.,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,21819.Lee Street.Suite 312,Alexandrla.VA 22314. Tampa,FL 33610 JOJ) Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS B 1 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.64D s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10A0:10 2016 Page 1 _ I D:x1?zS IzTbJCDII rGPH 1 QrtkyuFUI-x5h_QxXowcP45E5KjJTnU MM21NYljuxMxJyAnLySYQp 11.0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 r12 2 C A 3x4= 1 2-0-0 2.0.0 I LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 FB02014fFP12007 (Matrix-M) Weight:8lb FT=O%. LUMBER- BRACING- 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=37/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=37(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.Opsh h=14ft;B=52fh L=34ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opst 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 MR'EK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE Design valid for use only with MffekO 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 appilcatAlty 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 end permanent bracing M!1T ek• Is always required for stability and to prevent collapse with possible personal Injury and properly dornage. For general guidance regarding the fabrication,storage,dellvery,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,Mexandda.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 62'Grand Carlton III with porch T9680963 M17323 J4 MONO TRUSS B 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4 MSQTz?Zf RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp I -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 12 2 1 t 4 3x4= 4-0-0 400 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 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 FBC20141TP12007 (Matrix-M) Weight:14 lb FT=0% 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=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Harz 2=104(LC 8) Max Upli1t3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(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=14ft;B=52ft;L=34ft eave=6ft;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 75 lb uplift at joint 3,171 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 PAGEMII-7473 rev,1010312015 BEFORE USE. Design valid for use only with Mllekb 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 lhis design into the overall !wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,deilvery,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 Truce Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Jgb Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9660964 M11323 J6 MONO TRUSS 8 i _. Job Reference( ti�onal) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:lP6jtz-j7xSx c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av6FnozSLAWAzhkJnySYQo -1.0.0 I 6-0.0 1•0•0 6.0-0 Scale=1:14.8 3 4.00 12 2 4 3x4= l 6 0 —I 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20 lb FT=0% 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=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz 2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(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=4.2psh BCDL=3.Opsf;h=141t B=52f1;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.1 B;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi 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 117 lb uplift at joint 3 and 218 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-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev.1010312015 BEFORE USE �' Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and is for an Individual tarllding component,not a truss system.Before use,the building designer must verify the appllcalAity,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.Additlonal temporary and permanent braclrlg 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 iniss 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 Jgb Truss Truss Type City Ply 62'Gmnd Corlton III with porch T9680965 M11323 is MONO TRUSS 20 1 Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av9Tr iQSLAWAzllkJnySYQo -1-0-0 8-0-0 I 11-0.0 8-0-0 -� Scale=1:17.7 3 4.00 12 0 2 — 4 3x4= r 8-0-0 a-o-o _ Plate Offsets{X Y)-- 2:0-1-2 Edge] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPf2007 (Matrix-M) Weight:26lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Upli113—160(LC 8),2=-265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(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=14ft;B=52fh L=34fh eave=6ft;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 160 lb uplift at joint 3 and 265 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 MITEKREFERANCE PAGE MI1-7473 rev.1010312016 BEFORE USE ' Design valid for use only with MiTek®connectors.This design Is based only upon paramelers shown,and is for an Individual building component,not a tans system.Before use,the building designer must veiffy 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 wfih 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 I Ply Job Reference encen(opt onal)rch T9680966 III with M11323 KJB MONO TRUSS 4 1 Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc, Mon Oct 17 10:40:11 2016 Page 1 I D:Lcg54J?LUEaticmZf4Qb7 W MyuFU F-PHEMdHYQgvXxjOgXH 1_1 OavAingZSFRW AzhkJtlySYQo i---1_5-0 1 73-4 __ 11-3-0 1.5-0 7-3-4 3-11-12 Scale=1:20.8 2.83 F12 3x4 7 6 3x4=1` 2x3 11 5 3x4= 7-3-4 11-3-0 ^_1 _7-3-4 3-11-12 I LOADING(psf) SPACING- 2-0-0 CSL ! DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:44lb FT=0% 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 9-0-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz 2=244(LC 8) Max Uplift4=-207(LC 8),2=312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=141t;B=52ft;L=34ft eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)na 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207lb uplift at joint 4,312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(6). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=10)-to-5=56(F_18,B=-18) 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicoNlify of design paramelers and properly Incorporate this design Into the overall V 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,weANSI/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,Mexandda,VA 22314. Tampa,FL 33610 Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION 14- 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Center plate on joint unless x,y offsets are indicated. I (Drawings not to scale) Damage or Personal Injury 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 WEBS c3� 4 may require bracing,or alternative Tor I T O b iy�� - 1 y 0 bracing should be considered. 2 O ap 0 3. Never exceed the design loading shown and never a s� O stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a� BOTTOM CHORDS csb "- designer,erection supervisor,property owner and plates 0-1/0 from outside 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 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 of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and 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 purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 is spacing, BEARING g y or less,if no ceiling is installed,unless otherwise noted. 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 on engineer. reaction section indicates joint number where bearings Occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. k 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, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek3; ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015