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HomeMy WebLinkAboutMisc Letters Lumber design vaiuft aro in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® -7 -:RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTarn1a1 EL33610 4115 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/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 165 mph .goof Load: 37.0 psf Floor Load: N/A psf "N-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. I Seal# Truss Name Date 1 IT9680954 1A 10/17/16 12 I T9680955 I A5 1 10/17/16 1 18 I T9680956 I A6 1 10/17/16 1 14 I T9680957 J A7 1 10/17/16 1 5 I T9680958 J A8 10/17/16 1 16 I T9680959 J A9 10/17/16 7, IT96PO960 I GRA 18 I T9680961 GRB 1 10/17/16 19 I T9680962 J J2 1 10/17/16 f 110 I T9680963 J J4 10/17/16 11 T9680964 J6 1 10/17/16 1 ' 112 I T9680965 J J8 1 10/17/16 113 I T9680966 J KJ8 1 10/17/16 1 The truss drawing(s)referenced above have been prepared by MiTek ieeeeeo USA, Inc. under my direct supervision based on the parameters ,��% QUIN.,VE��®ie p ovided by Chambers Truss. moo', ••��G B N 3�•? e, Truss Design Engineer's Name: Velez, Joaquin a 611182 r: =My license renewal date for the state of Florida is February 28,2017. *:• •t e IMPORTANT NOTE: The seal on these truss component designs is a certification -13' #P;hat the engineer named is licensed in the jurisdiction(s)identified and that the STATE O F VJ designs comply with ANSI/TPI 1. These designs are based upon parameters ��.(�'• Al shown(e.g.,loads,supports,dimensions,shapes and design codes),which were e, �'•.4 O R O•.•' \ �e giventoMiTek. Any project specific information included is for MiTek's customers thleseferenc s rose only, not independently not t ken into the account i the preparation the n '®P'slot�N AX- applicability 9 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 Welt USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 Job I Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680954 -M11323 A COMMON 9 i Job Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Pagel I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHM W rvchxpgcTUSEIMd6iD2tQGCyMySYQy 6 7 13 12-4-13 17-0-0 21-73 i 27-43 34-M 35-0-Q 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 �1-0-0' Scale=1:59.2 4.00 12 4x4= 6 25 2x3 I i 24 20 11 3x6% 5 7 3x6 8 3x4% 4 3x4 3 9 N1 2 10 11 N 93 I6 O 17 16 15 26 27 14 13 12 6 4x5= 2x3 II 4x6= 3x8= 3x8= 46= 2x3 II 45= j 6-7-13 12-4-13 21-73 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 4:3ADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(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 PCLL 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) Weight:163lb FT=0 LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOY,CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 RE CTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-832(LC 8),10=-832(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO 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, j 10-12—1629/2972 WEi S 6-14=-533/948,7-14=-328/317,9-14=-550/387,6-15=533/948,5-15=328/317, 3-15=-550/387 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=14fh 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=10.0psf. 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 Ib.up.at 19-0-0 on top chord. The de sigrl/selection of.such connection device(s).is.thexesponsibility,of others. 8)In the LOAD CASE(S)section,toads 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) F, ; Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) I ®WARNING-VeNty design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE Design valid for use oNy 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 Iva I bu9dng 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.Alexandra,VA 22314. Tampa,FL 33610 Job Truss Truss Type Gty Ply 62'Grand Carlton III with porch 7771 M11323 AS 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 I D:2GIScwwyY5hnGhXVARzU kuyuFUM-eliLyYSPZSX4m92_pLr8huZh1 Zy4adbKKkll1 FySYQw 1-0-q 78-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 _�-00 01�-0, 7-8-5 6-5-12 3-4-8 5-11-8 7-8-0 Scale=1:61.2 I 4.00 12 5x8 II 6 2x3 I I 2x3 II 7 4x6:::� 3x6 5 8 3x4 2x3� 4 3 9 I 2 14 10 I u>1 11 � rill 5xl2 MT18HS= I 0 0 13 12 5x12= 2x3 II 3x6= 3x10= 2.00 rl2 10-" 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)-- f2:0-2-2,0-0-71,(4:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOR CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BO II CHORD 2x4 SP M 30 BOT 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 REP CTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz 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:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=14ft;B=52ft L=341t 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 psf bottom chord live load nonconcurrent with any other live loads. 5)This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)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. 7)P,rovide 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. • I I J I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 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 tiuss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporafe this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 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 Gty Ply FJobRe Carlton III with porch T9680956 M11323 A6 SPECIAL 1 rence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 j ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYOv 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 Scale:3/16°=1' 4.00 F12 6x8— 5x6= 5 6 2x3 3x4 5x6 W B 5x6 34 78 rZ N �1 2 14 9 10 N rL 5xl2 MT18HS= 13 I O 3x4= 12 11 5x6= 2x3 3x6= 3x10= 2.00 12 10-6-4 15-0-0 16-0-0 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 Offsets(X,Y)-- f2:0-2-2,0-0-71,f3:0-3-0,Edge),f5:0-4-0,0-2-31,f7:0-2-7,Edge1 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 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 FBC2014[TP12007 (Matrix-M) Weight:156 lb FT=0% i LUMBER- BRACING- TO 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, 1 7-8=-2320/1368,8-9=-3010/1736 BOT CHORD 2-14=-2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=1528/2799, 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=4.2psf;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)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. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 properly Incorporate this design Into the overall r is atlding lways required for stability and to prled 1,toevent cnollapselwwlih o Individual truss web f personal Injury ndrproord perty damage.nlFor general gAdditional uidanccea�regarding bracing M!Tek• 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 7QpyTPly_F62'Grand Cariton III with porchT9680957M11323 A7 SPECIAL 1 Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu 1-0 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 35T -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale=1:62.3 L I 5X10= 5x6= 4.00 F12 4 5 - 2x3 3x4 3 6 w v I 11 I^ n 2 7 8 N 5x12 MT18HS= Ich 0 10 0 I 9 5x12= 2x3 II 4x5= 3x10= 2.00 12 10-6-4 14-0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7-7 8-0-1 -Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,(4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(fL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 or 4-3-13 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 I 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=1411%B=52ft 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)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 0�bearing surface. 8)Plrovide 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-Verily 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.fits design Is based only upon parameters shown,and Is for an individual building component,not a buss 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 BC51 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 'M11323 SPECIAL 1 Qty Ply 1 62'Grand Carlton III with porch T9680958 AB j Job Reference o floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:07 2016 Page 1 1 I D:W SJ gpGwal Ppeur6hk9Uj G5yuFU L-XW?sovVwdhi W EmM12Bw4skkNSAK2W N RwFLj WAOySYQs r1-0-0 8-8-4 12-0-0 15-84 20-4-8 22-0-0 24-8-12 34-0-0 $5-0-0 1-0-0 8-8-4 3-3-12 3-8-4 4-8-0 1-71 2-8-12 9-3-4 1-0-0 Scale=1:62.2 L i 5x6= 3x4 2x3 II 4x8= ' = 4.00 12 4 20 5 6 21 7 2x3 2x3 8 3 _N (1l R �1 2 13 9 10 �� gill 5x12 MT18HS= I 0 0 12 11 5x12= 4x6= 3x4= WO 2.00 12 10-6-4 20-0-8 22-0-0 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 .Plate Offsets(X,Y)-- 12:0-2-2,0-0-71,[7:0-5-8,0-2-4],(9:0-2-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154lb FT=0 i 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=1292/0-8-0,9=1332/0-8-0 Max Horz2=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. TO I CHORD 2-3=5337/3033,3-4=-4970/2788,4-20=3801/2193,5-20=3801/2193,5-6=-2464/1521, 1 6-21=-2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=-2808/1655 BUT 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=14ft B=5211;L=34ft;eave=6ft;Cat.11; E�p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Plrovide 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)'ihis 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. • I f i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev.10103,2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 BVIiTek• 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,soeANSI/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 j Job Truss TfUss Type Qly Ply 62'Grand Carlton III with porch T9680959 M11323 A9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 ID: etC 1 cxC3ixVV?huls?ypJyuFU K-?iZE?FWYO_9MswxybvRJOxHgpalH FnB4U?T3iSySYQr ,r1-0-0 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 , 27-4-1 34-0-0 35-0-0 i t-0-0 6-7-15 3-0-1 5.2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 Scale=1:60.1 L � 4x4 2x3 11 4x8= 4.00 F12 3x4= 4 22 5 6 23 7 2x3 2x3 3 8 N t` ch N1 2 9 10 N l' 101 1m 01 2 6 15 14 13 12 11 • 3x8= 6x8= 3x4= 3x5= 3x6= 3x6= 3x5= 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-0-0 10-0-0 Plate Offsets(X,Y)-- [2:0-2-8,Edge],(7:0-5-4,0-2-01,f9:0-2-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCL,L 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:156lb 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 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 Horz 2=-1 09(LC 6) Max Uplift2=-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=-1162/752,6-13=-260/229,7-11=-1 56/325, 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=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft 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 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)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. • ICI I I I i I I ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE MII--7473 rev 10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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.Alexandra,VA 22314. Tampa,FL 33610 Job runs Truss Type Qty Ply 62'Grand Carlton III w th porch T9680960 M11323 GRA HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 ID: etC 1 cxC3ixVV?huls?ypJyuFU K-Tv7cDbW A91 H D U4W89cyYx9pgDz6A_Cf DifCdEVYSYQq r1 0-q 8-0-0 11-1-1 17-" 11,8-6-0 22-2-2 26-0-0 i 34-0-0 35.0-Q 1-0-0 8-0-0 5-10-15 -0-o 3-8-2 3-9-14 8-0-0 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 ti 7x10 6 17 6x10 4.00 12 4 3x6 19 3 = 13 16 5X 21 10 N N1 2 22 23 N N 29 28 27 26 25 24 6 3x6 I 3x6= 6x8= 3x6= 6x8— 4X4= 3x5= 6x8= 8-0-0 11-1-1 18-6-0 26-" 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets(X,Y)-- f3:0-3-8,Edge),f21:0-3-8,Edge),f24:0-3-8,0-3-01,f27:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n1a 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 purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 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) i 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=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=134/313,9-1 1=-1 14/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BO 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 NO ES- 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 pending. 4)q11 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 puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 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 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). C Standard WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev.1 010 3/2 0 1 5 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 applical)lllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 62'Grand Carlton ill with porch T9660960 M11323 GRA HIP 1 1 J ob Reference(optional) Chanibers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_etC 1 cxC3ixVV?huts?ypJyuFU K-Tv7cDbW A91 H D U4W89cyYx9pgDz6A_Cf DifCdEvySYQq i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) i, i 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) I Q�VARN/NG-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall �A building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty 762'Grand Carlton III with porchT9680961 M11323 GRB HIP 1 ob 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:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7c DbW A91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYQq 1-0-Q 8-0-0 13 8-0 17-0-0 20-4-0 2611 34-0-0 35 0 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-01 I Scale=1:60.1 t 5x8 MT18HS= 4x10= 5x8 MT78HS= 4.00 12 2X3 I I 4x6= 2x3 11 3 23 4 5 6 7 24 8 N N N,1 2 9 10 N L:�J LIL W C6 6 6 16 15 14 13 72 11 45— 3x6 I 4x6— 6x10= 6x10= 4x6= 3x6 II 4x5— 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-o 5-8-0 8-0-0 ,Plate Offsets(X,Y)-- [2:0-2-2,Edge],(3:0-5-4,0-2-81,(5:0-3-0,Edgel,f8:0-5-4,0-2-81,f9:0-2-2,Edgel I 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) 0.16 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 244/190 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:153 lb FT=0 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 RE CTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Harz 2=-90(LC 6) Max Uplift2=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 BO 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=-8861720,8-13=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=52ft L=34ft eave=6ft;Cat.11; IJxp 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)`�hIS 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 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb 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 a-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. IN 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:1-3=-54,3-8=-131(F=77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=20 i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use oNy with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a trlIuss system.Before use.the bulding designer must vertty the applicability of design parameters and properly Incorporate this design Into the overall is allwiaysaequired to bll(ty and to pree on, collapselwith of in persotru�nai nb andn/odr�c�oPdd members daamaage nlFor general gAdditional uidance regarding the permanent bracing 6�iiTek' 1. fatirfcation,storage,delivery,erection aril bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 6om Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 Job I Truss Truss Type (Qty Ply 62'Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_WowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) I i i I ®WARNING-I/erfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MO-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 frhss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faWatlon,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 FMrlulss, Type Qty Ply 62'Grand Carlton III with porchT9680962 M1123 J2 TRUSS 8 1 Job Reference o tional 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:xl?zSIzTbJCDIIrGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM2INYIjuxMxJyAnLySYQp -1-0-0 2-0-0 1-" 2-0-0 Scale=1:7.9 3 4.00 12 2 • 1 i 4 3x4= 2-0-0 i 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCCL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 2441190 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 134 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:8 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BO 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) FOICES. (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;13=521t;L=34ft;eave=6ft;Cat.11; E-xp 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 fi�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 Ib 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTlEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use oNy with MITekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not at' system.Before use,the bullding 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,seeANSWI 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 JJob I Truss FMINI Type Qty Ply 62'Grand Carlton III with porchT9680963 M113I Tr TRUSS 8 7 Job Reference o tional 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_5MdK4MSQTz?ZfRxyuFUH-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp 1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 F12 2 a 3x4= 4-M 4-M 'LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC2014/TP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOP, CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BO 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 Horz2=104(LC 8) Max Uplift3=-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=14fh 13=521t;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)PIrovide 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. i i Q"RNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE "Ign 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 vetlfy 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' is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fagrkailon,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680964 M11323 J6 MONO TRUSS 8 1 ! Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvMOgXH 1_t 0av6FnozSLAW AzhkJnySYQo -1-0-0 6-0-0 1-0 0 6-0-0 Scale=1:14.8 3 4.00 12 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TC61- 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(TL) 0.00 2 n/a n/a +3C6L 10.0 Code FBC2014/rP12007 (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 Horz2=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=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;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)PIrovide 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. i I i Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE �• Design valid for use only with MITekC�connectors.This design lv based only upon parameters shown,and Is for an Individual building component,not a irUss system.Before use,the bWlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiiding design. Bracing indicated Is to prevent buckling of In�s".." It. Iz .X.nd'.dual truss web and/or chord members only.Adtlit(onal temporary and permanent bracing MiTek• is a�urays required for stability and to prevent collapse with poe personal injury and property damage. for general guidance regarding the fab�Icatlon,storage,dellvery,erection and bracing of musses tnrss systems,seeANSI/TPI1 Huallty Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdlable from Tnrss Plate Institute,218 N.L VA22314. Tampa,FL 33610 Job Truss Truss Type Glty Ply 62'Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mn`ek Industries,Inc. Mon Oct 17 10:40:11 2016 Page i I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-PH EMdHYQgvMOgXH 1_10avgTniQSLAW AzhkJnySYQo -1-0-0 8-0-0 1-0-0 8_" i Scale=1:17.7 3 4.00 12 1 2 4 3x4= 8-0-0 S-0-0 Plate Offsets(X,Y)-- [2:0-1-2,Edge] I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 43CLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (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 purlins. BO I 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 Uplift3=-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; 3=52ft;L=34ft;eave=6ft;Cat.II; 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 psf bottom chord live load nonconcurrent with any other live loads. 3)`T I his 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/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 fabjicatlon,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,Sulte 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type • Oty Ply TJrence Carlton III with porch T9680966 M11323 KJS JMONO TRUSS 4 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-PHEMdHYQgvXxjOgXHi_10avAingZSFRWAzhkJnySYQo -1-5-0 73-4 113-0 i-5-0 7-3-4 3-11-12 ' I Scale=1:20.8 4 2.83 F12 3x4 3 2 7 6 3x4= 2x3 II 5 3x4= 7-3-4 113-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 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 FBC2014/TP12007 (Matrix-M) Weight:44 lb FT=0 LUMBER- BRACING- TOF 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 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz2=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 1 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh 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.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. 5)F efer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb 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(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Iniform Loads(plf) Vert:1-2=54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=O(F=10,B=1 0)-to-5=-56(F=-1 8,B=-18) tny�, - design parametersandTHIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1 010 312 01 5 BEFORE USE.g validfor use only with MiTek�connectorsThis design is based only upon parameters shown,and is for an Individual building component,not ssstm.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' 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 i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14_ 3/" Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (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. 0J/1 ar c1-2 c2s 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 WEBS e3v 4 may require bracing,or alternative Tor I c � 0 bracing should be considered. O 0 '� 3 ��� 3 c0 33 3. Never exceed the design loading shown and never �V I U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-s c6a cs� — designer,erection supervisor,property owner and plates 0-'lid'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 regulafed 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 1996 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 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. 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. of or treated lumber may Use green y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with --- - Guide-to-Good-Prac-tire-for-Handling, -- - ANSI/-TP-1-1-Quality-Criteria— -- ----- Installing&Bracing of Metal Plate • Connected Wood Trusses. MiTek Engl6eering Reference Sheet: Mll-7473 rev. 10/03/2015