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HomeMy WebLinkAboutMisc Letters ii Lumber design values ar6 in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ;MiTek" 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 ModelTampa1 EL33610 4115 Lot/Block: Subdivision: nn 323 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: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf I This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. W ith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet iconforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 1No. I Seal# I Truss Name I Date i T9680954 I A 10/17/16 1!2 i T9680955 1 A5 1 10/17/161 )13 )T9680956 )A6 1101171161 )!4 )T9680957 1 A7 1 10/17/16 1 1!5 )T9680958 1 A8 1 10/17/16 1 16 IT9680959 JA9 10/17/16 117 i T9680960 I GRA 10/17/16 1!8 I T9680961 i GRB 1 10/17/16 1 119 1 T9680962 i J2 1 10/17/16 1110 i T9680963 i J4 1 10/17/16] Jill 1 T9680964 1 J6 1 10/17/16 L12 I T9680965 i JS 10/17/16 1113 i T9680966 i KJ8 1 10/17/16 1 I i The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters °%N PQUIN• VFW provided by Chambers Truss. 0°° �� G E N3�•F� ee,' cuss Design Engineer's Name: Velez, Joaquin _ s 1 f32 ••' ,. y license renewal date for the state of Florida is February 28,2017. : *: •: IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the �3 : STATE OF designs comply with ANSI/TPI 1. These designs are based upon parameters s�0;<�.• �(/, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were eee • • O R 0 p'0�=e given to MiTek. Any project specific information included is for MiTek's customers eei ss • ......• v� file reference purpose only,and was not taken into account in the preparation of i0 N A` �oa� 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 66M into the overall building design per ANSI/TPI 1,Chapter 2. 6004 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 i j Velez,Joaquin 1 of 1 I i� Job I Truss Truss Type (sty 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 rHM W rvchxpgcTUSEIMd6iD2tQGCYMySYQy r1-0 q 6-7-13 12-4-13 17-0-0 21-73 27-43 34-0-0 ?5-0�{ 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0� 'I Scale=1:59.2 �I i 4.00 12 4x4= 6 25 2X3 I 24 2X3 3x6% 5 7 3x6 4 8 3x4 5:; 3x4 3 9 ,I Nj1 2 10 17 17 16 15 26 27 14 13 12 6 4x5— 2x3 I 4x6= 3x8= 3x8= 46 2x3 II 4x5= 6-7-13 12-4-13 21-73 27-43 34-0-0 6-7-13 5-9-0 9-2-7 5-9.0 6-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0,29 15 >999 360 MT20 244/190 TClJL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCQL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163lb FT=0% LUMBER- BRACING- TOF CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BO,T CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 I I REACTIONS. (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 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOI 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 BO,T 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:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34ft;eave=6ft;Cat.ll; 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)'IThis 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). Li I D CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.fa/032015 BEFORE USE D�slgn 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 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,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 I 'I i Job Truss Truss Type Tly �62"b(GiRraenfdlton III wth porch T9680955 AS SPECIAL ce(optional) Cbambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92—pLr8huZh1Zy4adbKKkll1 FySYOw 1-0-0 7-8-5 10-6-4 17-0-0 20-0-8 26-4-0 34-0-0 35-0- 1-0-0 7-8-5 2-9-15 6-5-12 3,-B 5-11-8 7-8-0 1.0-0 Scale=1:61.2 4.00 12 Sx8 I I 6 2x3 11 2x3 I I 7 4x6% 3x6 ZZZ 2x3 zz 5 4 8 3x4 3 - 9 I I 14 �i 2 10 11 5x12 MT181-!S= I m 13 12 5x12= 2x3 I 3x6 3x10= 2.00 12 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)-- f2:0-2-2,0-0-71,(4:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefi 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 FBC2014/TP12007 (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 4-3-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. (Ib/size) 2=1297/0-8-0,10=132710-8-0 Max Horz 2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC 8) I 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, 1 I 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 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=14ft;B=52fh L=34fh 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.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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oil bearing surface. 7) 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) eml-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i 'I AI WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an indhAdual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall EM 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/7PI1 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 i Jab 1 Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680956 M1132i 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:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv I 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0 oo 8-11-11 7-0-5 2-0-0 2-0-B 5-7-7 8-0-1 -0-0 Scale:3/16"=1' i 4.00 F12 6x8— 5x6= 5 6 2x3 3x4 5x6 W B- 5x6 34 78 N n iN .1 2 14 9 10 2 Ir 5x12 MT18HS= 13 Id, j 0 3x4 z 12 11 5x6= 2x3 11 3x6= 3x10= 2.00 F12 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)-- i2'0-2-2 0-0-71 f3.0-3-0 Edgel f5.0-4-0 0-2-31 f7.0-2-7 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLI L 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 2441190 TClJL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BOLL 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:156lb FT=0% LUMBER- BRACING- TOP,CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 11 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 OT ERS 2x4 SP No.3 REi CTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-6-0 Max Horz2=169(LC 7) Max Uplift2—796(LC 8),9=811(LC 8) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOI 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 BO,i 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 five 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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)PIrovide 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)j(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 Pint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®'WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11--7473 rev.10103/2015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a Truss system.Before use,the building designer must verify the applicablllty of design parameters and property Incorporate this design Into the overall building design. tracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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 i Job j Truss Truss Type f]ty7P17y62'Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:WSJgpGwal Ppeur6hk9 UjG5yuFU L-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pl dn1 EP58ySY0u �1-0 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 35-0 1-0-0 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 12 4 5 2x3 U4 3 6 N 11 �^ N� 2 7 8 2 1 5x12 MT16HS 0 0 j 10 g 5x12= 20 II 45= 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)-- f2:0-2-2,0-0-71,14:0-5-0,0-1-131 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL' 20.0 Plate Grip DOL 1.25 TC 0.77 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(fL) 0.41 7 n/a ri/a BCDL 10.0 Code FBC2014/fP12007 (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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REI ICTIONS. (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 WE T S 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.Opsf;h=14ft 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)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)P1rovide 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. i ®i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mi7ek8 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 �lT�k� is always required for stability and to prevent collapse with possible personal Injury aril 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 j Fob I Truss Truss Type City Ply 52 Grand Carlton III with porch T9680958 321 8 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 1 D:W SJgpGwal Ppeur6hk9UjG5yuFU L-XW?sovVwdhl W EmM12Bw4skkNSAK2W N RwFLj W AOySYQs r1-0-0 8-8-4 12-0-0 15-8-4 W 4.8 22-0-0 24-8-12 34-0-0 35-0-0 �1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 r1-0-0' I Scale=1:62.2 I 5X6= 3x4 2X3 11 4x8= = 4.00 12 4 20 5 6 21 7 2x3 2x3 8 3 m 13 9 Ir 'n1 2 y0 �_ ij 5x12 MT18HS= Im 6 6 12 11 5x12= 4x6= 3x4= WO 2.00 12 I 10-6-4 20-4-8 221-0 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets(X,Y)-- t2:0-2-2,0-0-71,(7:0-5-8,0-2-41,f9:0-2-6,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCbL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCB, 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:154lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 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, 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=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; 6'xp 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)QII 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)1 jThis 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 I i ®.WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MD-EKREFERANCE PAGE MIF7473 rev.10I r015 BEFORE USE Design valid for use oNy with Mliek®conneciors.fits design Is based only upon parameters shown,and Is for an Ind iNdual building componenT,no' a buss system.Before use,the building designer must vetlfy the applicability of destgn parameters and properly Incorporate this destgn Into the overall n A afa�a�ysdregWred for stablllty_ 10 prevent cnoilapsel'th(possible personal.I.,andrProperdrtmedambe�se nl�r general guidancearegardir g Tne nenT bracing py�iTek• fatiricailon storage,delivery,erection and bracing of trusses and truss systems•seeANS,,,,,1 Huality Cdterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insittufe,218 N.Lee Street,Suite 3I,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply T9680959 62'Grand Carlton III with porch M11323 A9 HIP 1 1 I Job Reference o tional Cgambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etC 1 cxC3ixVV?huls?ypJyuFU K-?iZE?F W YO_gMswxybvRJOxHgpalH FnB4U?T3iSySYQr r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 24-M 27-4-1 34-M 95-0-0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 Scale=1:60.1 i 4x4= 2x3 11 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2X3 24 i 3 8 N r cb N1 2 9 10 N rl' 1 m 61 o .I 15 14 13 12 11 3x5= 3x8 3x6= 6x8= 3x6= 3x4= 3x5= 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets(X,Y)-- f2:0-2-8,Edgel,(7:0-5-4,0-2-01,f9:0-2-2,Edgel 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 0.24 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 BChiL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 11 REACTIONS. (lb/size) 2=68710-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz2=-109(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) I 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, 11 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=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=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fF B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=O.18;MWFRS(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. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 appllcabillty of design parameters and properly Incorporate this design Into the overall balding 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 tracing 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 II rob T,,, s Truss Type City Ply 62'Grand Carlton III with porch T9680960 3213 HIP 1 7 I 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:_etC l cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H DU4W 89cyYx9pg Dz6A_CfDifCdEvySYQq r1-0-Q 8-0-0 11-1-1 17-M 18-6-0 22-2-2 26- .0 i 34-0-0 35-0-0 1-0-0 8-M 3-1-1 5-10-15 1-6-0 3-5-2 0 3-9-14 8-M 1-M 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.19 9 7x10 i 6 17 6x10 4.00 12 4 3x6 3 — 13 16 5x 21 I- FIR 10 N ' N1 2 ��223NN I I�, 28 28 27 26 25 24 3x6 I 3x6= 6x8= 3x6= 6x8= 4x4= 3x5= 6x8= 8-0-0 11-1-1 18-6-0 i 26-M 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),f24:0-3-8,0-3-0),f27:0-3-8,0-3-0) 11 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 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 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 n/a BCbL 10.0 Code FBC2014/TP12007 (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. i JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (Ib)- 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. (Ib)-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=134/313,9-11=114/371,11-14—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, 1 8-26=-2360/1437,18-24=-782/1690,21-24=-38/353,4-5=-618/520,19-20=-342/310, i 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=4.2psh BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft Cat.11; Lzp 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 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 mechanicai 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)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). S Standard WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MI1ek9 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall A 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 I I Truss Truss Type Qty Ply 62'Grand Carlson III with porch T9680960 M11323 GRA HIP 1 1 Job Reference(optional) Cpambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_etCl cxC3ixW?huls?ypJyuFUK-Tv7cDbW A91 H D U4W89cyYx9pgDz6A_CfDifCdEvySYQq LOP D 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) I i I I i ii ®4NARMING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIh7473 rev.1010312016 BEFORE USE � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must vedry the appilcabillfy of design parameters and properly Incorporate this design Into the overall binding design. &acing Indicated Is to prevent buckling of IndN(duai truss web and/or chord members only.Addittonal temporary and permanent bracing MOW is always required for stability and to prevent collapse with poss(ble personal injury and property damage. For general gu(dance regarding the fabhcaTlon,storage,delNery,erection and bracing of Trusses and truss systems,seeANSI/TPIT Huallty Criteria,DSB-89 and BCSI Buflding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,21B N.Lee Street,Suite 312 Alexondda,VA223T4. Tampa,FL 33610 I Job! 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 MTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BL WyuFUJ-Tv7cDbW A91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYQq r1-0-0 8-0-0 13-8-0 17 2-0 20-4-0 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:60.1 I 5x8 MT18HS= 4x10= 5x8 MT7 aHS= 4.00 12 2x3 4x6= 2x3 3 23 4 5 6 7 24 8 N N N1 2 9 10 N Im 0 0 16 15 14 13 12 11 3x6 16x10= 6x10= 3x6 II 4x5= 4x6= 4x6= 4x5= I 8-0-0 13-0-0 20-4-0 26-" 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- f2:0-2-2,Edgel,f3:0-5-4,0-2-81,f5:0-3-0,Edgel,f8:0-5-4,0-2-81,f9:0-2-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC L 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- TCP 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 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) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOI 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 B IT 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 WEI[S 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=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 lost bottom chord live load nonconcurrent with any other live loads. 6)I(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)Hrovide 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)j Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Oanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at �6-0-0,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(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 ®&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. e Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sdfety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 33610 Job TGrRB s Truss Type Qty Ply 62'Grand Carlton 111 with porch T9680961 M11323 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_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp I LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11-641(F) I I I i it .I �I i i I� ®!WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mirok(l)connectors.This 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 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 M6Tek' 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 TrussTruss Type Qty Ply 62'Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS 8 7 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:x1?zSlzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21 NYljLlxMxJyAnLySYQp -1-0-0 2-0-0 _ 1-0-0 2-0-0 I Scale=1:7.9 3 i 4.00 12 2 1 I 4 3x4= 2-0-0 2-0-0 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 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCbL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BOLL 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:8 lb FT=0% LUMBER- BRACING- . 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) FO ICES. (lb)-Max.Comp./Max.Ten.-Alf 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;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)'j This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i ®,'WARNING-Verily design panmeten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10103/2015 BEFORE USE. R Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd. Satety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Atexandda,VA 22314. Tampa,FL 33610 it I� Job! Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 i� 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_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp j -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 12 2 1 4 3x4= 4-0-0 4-0-0 LO 'DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 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:14lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.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. REP CTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz 2=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) FOgCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Nd: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; E�p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Tktis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`1 TINS 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)P'6ide 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 II ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MI1-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�4ek• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V l i 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 i Job i TJ6 SSTruss Type Qty Ply62'Grand Carlton IIIwith porch T9680964 M11323 MONO TRUSS 8 1 I Job Reference(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:tP6jtz,j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH i_10av6FnozSLAWAzhkJnySYQo -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 I 3 4.00 F12 I 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 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(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:201b 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) FOI CES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1) ind: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; kip 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)F efer to girder(s)for truss to truss connections. 5)Plrovide 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 ®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 MITek6 connectors.This design is based only upon parameters shown,and Is for an individual building component,not p` 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 Mffek' Is always required for stability and to prevent collapse with posslble personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANS1/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 I Job Truss Truss Type city, Ply 62'Grand Carlton III with porch T9680965 M11323 JB MONO TRUSS 20 1 11 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH 1_1 Oav9TniQSLAW AzhkJnySYQo 1-0-0 8-0-0 1-0-0 8-0-0 i Scale=1:17.7 3 i i 4.00 12 I I. 2 1 4 I 3x4= 8-0-0 8-0-0 Plate Offsets(XY)-- f2:0-1-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCUL 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 DO 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCUL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BC,DL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:26lb FT=O% 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 N0.3 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),2265(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)V;find:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;13=52ft;L=34ft;eave=6ft;Cat.II; E�p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)j 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. i I I i i i i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev.1010312015 BEFORE USE. De �■� sign valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a.�p a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The over!"Wilding design. Bracing Indicated Is To prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing Mi Ig e,k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI 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 i Job, Truss Truss Type Qty, Ply 62'Grand Carlton III with porch T9680966 M11323 KJe MONO TRUSS 4 1 I Job Reference(optional) Ctiambers 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?LuEancmZr4Qb7W MyuFU F-PH EMdHYQgvMOgXH 1_10avAingZSFRW AzhkJnySYQo -1-5-0 7-0-4 i 11-M_ ,I J-,-o 7-3-4 3-11-12 ;I i Scale=1:20.8 i 4 I 2.83 FIT 3x4 3 I I I I 2 7 6 2x3 15 3x4= 3x4= I 7-3-4 I 11-3-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a B.CDL 10.0 Code FBC2014/TP12007 (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 2x4 SP No.3 REIACTIONS. (lb/size) 4=207/Mechanical,2=48210-11-5,6=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 NOTES- 1)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; �xp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)na 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)1 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. 5)Refer 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)"ISemi-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). LOAAD CASE(S) Standard 1)dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 niform Loads(plf) Vert:1-2—54 T apezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=49),8=0(F=10,B=1 0)-to-5=-56(F=-1 8,B=18) i I I ®I�ARN/NG-Verify deslgn parameters and READ NOTES ON TNIS AND fNCLUDED M/TEKREFERANCE PAGE Mll--7473 rev.f0/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a Iri�ss system.Before use,the building designer must verify the applicability of deslgn parameters and property incorporate this design Into the overall • bu(Idng design. &acing indicated is to prevent buckling of(rxlividual truss web andlor chord members only.Additional temporary and permanent bracing iviiTek' is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fatirtcaTlort storage,delivery,erection and bracing of trusses and inrss systems,seeANSI17PI 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 li I 1 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 14-1 /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 BCSI. c1-2 cgs 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS C�. 4 may require bracing,or alternative Tor I q Q bracing should be considered. 3. Never exceed the design loading shown and never a �°p U stack materials on inadequately braced trusses. 0 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 �� c5a designer,erection supervisor,property owner and plates 0-11id'from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 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 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or 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 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16,Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M ,g, 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 NJ I DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with --- —__—__ Guidete-Good-Practice-for-Handling,—=— _ -_ _ ffek ANSI/_TPI_l_Quality_Criteria. _— Installing&Bracing of Metal Plate Connected Wood Trusses, MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015