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HomeMy WebLinkAboutTruss Drawing Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. File, COPY MiTeke [ _ . 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 ModelTp1a1123610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Naive Address and License#of Structural Engineer of Record, If there is one,-for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 IT9680954 1A 10/17/16 12 I T9680955 J A5 1 10/17/16 1 13 I T9680956 J A6 1 10/17/16 1 4 I T9680957 J A7 1 10/17/16 5 IT9680958 J A8 1 10/17/16 6 IT9680959 1A9 10/17/16 v F 7 17 _I T9680960 I GRA _ 10/17/16 18 IT9680961 I GRB 1 10/17/16 19 I T9680962 J J2 1 10/17/161 MAY 10 2017 110 I T9680963 J J4 1 10/17/16 1 Ill IT9680964 J J6 1 10/1M fU PERI iTTING 12 IT9680965 I J8 1 10/17/161 St. Lucie County, El. 113 I T9680966 I KJ8 1 10/17/16 1 The truss drawing(s)referenced above have been prepared by MiTek V0111"B1fill,USA,Inc.under my ' provided by Chambers direct supervision based on the parameters UIN pro v0`1,e,�OPaC F •. Truss Design Engineer's Name: Velez, Joaquin 68 182 My 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 e 1 STATE O F 4tJ designs comply with ANSI/TPI 1. These designs are based upon parameters .0 A' _441: shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ®<e ° •. O R 1�.•'• ``® given to MiTek. Any project specific information included is for MiTek's customers ®,,ss ••...... ��e® file reference purpose only,and was not taken into account in the preparation of Bpi0 N A 'e, these designs. MiTek has not independently verified the applicability of the design 118111111111111 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.ft.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-- Truss Truss Type T Ply 62Grand Carlton III with porchT9680954 A 1COMMON 1 Ii 7 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 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 r HM W nrchxpgcTUSEIMd6iD2lQGCyMySYQy F1=0-q 6-7-13 12-0-13 17.0-0 21-7^3 _ _27-4-3 34-0-0 3510-q 1-0-0 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 FIT 44= 6 25 2x3 I I 24 2x3 11 3x6% 5 7 3x6 3x4 4 6 3x4 3 I \\9 N1 2 10 71 w 17 16 15 26 27 14 13 12 4x5— 2x3 II 46= 3x8= 3x8= 4x6 2x3 II 4x5= 6-7-13 12-4.13 21-7-3 `I 27-4-3 36 -013 6-7.13 5-9-0 9-2-7 5-9-0 6-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Verl(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz 2=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. TOP CHORD 2-3=-3188/1833,3-4=2663/1558,4-5=2616/1565,5-24=2668/1672,6-24=2608/1669, 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10=-3188/1833 BOT CHORD 2-17=1629/2972,16-17=-1629/2972,15-16=1629/2972,15-26=-934/1925, 26-27_934/1925,14-27—934/1925,13-14=-1629/2972,12-13=-1629/2972, 10-12=-1629/2972 WEBS 6-14=533/948,7-14=-328/317,9-14=-550/387,6-15=-533/948,5-15=-328/317, 3-15=-550/387 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;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 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.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 Ib 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 designtsefection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=50(F)25=-50(F) ®WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekD connectors.This design is based only uryon parameters shown,and Is for an Individual building component,not a huss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication,storage.delivery,erecflon and bracing of Inrsses and truss systems,seeANSi/TPI l 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 JTruss Truss Type Qly Ply T9680955 62'Grand Carlton III with porch M11323 A5 (SPECIAL 9 1 Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5h11GhXVARzUkuyuFUM-ellLyYSPZSX4m92_pLr8huZhlZy4adbKKkll1 FySYQw 1-0.0 7-8-5 10-6-4 17-0-0 20.4-8 26-4.0 34-0-0 35-0-0 1-0- OT 7-8-5 2-9-15 6-5-12 3-4-8 r 5.11.8 7-8-0 1.0 0 Scale=1:61.2 4.00 12 5x8 It 6 2x3 II 2x3 II 7 4x6 7:�- 3x6 2x3:Z� 4 5 8 3x4 — 3 _ 9 14 5x12 MT181-!S= _- 10 11 f m , o 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 T 5-11-8 7-8-0 � Plate Offsets(X,Y)-- f2:0-2-2,0-0-],j4:0-3-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 Verl(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 FBC2014lrP12007 (Matrix-M) I Weight:154 lb FT=0% LUMBER- v` 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 4-3-11 oc bracing. WEBS 2x4 SP No.3'Except" WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz 2=179(LC 7) Max Uplift2=-795(LC 6),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—6341426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=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 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 of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev.1010312015 BEFORE USE Design valid for use only with MilekO connectors.this design is based only upon parameters shown,and Is for an Individual building component,not a Inns system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall pA Tek. building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing tYle't a e wit h possible personal Infray and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of pusses and truss systems,se0ANSIJTP1I Quality Criteria,DS8-89 and BCSI Bu➢ding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslitule,218 N.Lee Street-Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss I Truss Type Oly P y 62'Grand Carlion III with porch M11323 A6 SPECIAL 1 1 T9680956 Job Reference L tional Ghambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 1710:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KiiifxNJdBM3MNE56scyHtJ?2UZOVsZ11ySYQv r1-0-[� 8-11-11 16-0-0 18•0•0 20-4.8� 25-11-1s I 3 0.0 8-11-11 7-0-5 2.0.0 2-4-8 5-7-7 8.0-1-0-1 0-0 Scale:3/16'=1' 4.00 12 6x8= 5x6= 5 6 2x3 3x4 5x6 WB% 5x6 Zz 34 7 8 n N N1 2 ��-'' 14 9 10 t2 �^ 5x12 MT18HS= 13 - - -- 10 3x4= 12 11 5xG= 2x3 11 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 O1—0 4-4-8 5-7-7 8-0-1 Plate Offsets(X,'f)-- (2:0-2-2,0-0-7),j3:0-3-O,EdgeLn,.0-4-0 0-2-31,T -2-7 Edge) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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 DOL 1.25 BC 0.90 I 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) Weighi:1561b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=-796(LC 8),9=-811(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=5374/3073,3-4=5240/3075,4-5=-4981/2826,5-6=-2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOT CHORD 2-14—2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=1528/2799, 9-11=-1 528/2799 WEBS 4-14=-487/484;5-14—1581/290D,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=14fh B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=o.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811(b uplift at joint 9. 9)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE Design valid for use only with MiTeka connectors.This design Is based only upon parameters shown•and is for an Individual building component.not a muss system.Belore use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. fkacing indicated is to prevenl 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 petsonal Inlury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and puss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss ITruss Type aty Ply 62'Grand Carlton III with porch T9680957 M11323 A7 SPECIAL i JOb Reference L tip onal)___. Ghambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:05 2016 Page 1 I D:W SJgpGwal Ppeur6hk9 UjG5yuFUL-a7t5N Ef f 53no?TCNwmtcnJfOEMeV2Pl dn1 E P58ySYOu 8.10.10 14-0-0 20-0�0 25-11-15 34-0-0 35-0-f 1 o0t 8-10-10 5-1-6 —'---I-- 6.0-0�—�� s-11-1s a-o-i 1-0-0 Scale=1:62.3 5x10= 5x6= 4.00 12 4 5 2x3 3x4 zzz 17 3 ` 6 v 1 2 5x12 MT18HS= f 6 10 g _ 5x12= 2x3 11 45 300= 2.00 F12 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)-- L:0-2-220-0-7),(4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi 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(TL) -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 rVa BCDL 10.0 Code FBC2014/iP12007 (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=-1 327/2588,4-10=-810/415,5-1 0=-1 661455,6-10=-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=521h L=34ft;eave=6fh Cat.II; Exp C;Enci.,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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®V✓ARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiiekO connectors.fits design is based only upon parameters shown,and is for an Individual txilding 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 Irx9caled Is to prevent buckling of individual tnrss 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 regardng the fabrication,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.Sulle 312.Alexandria.VA 22314. Tampa,FL 33610 Job cuss Truss Type Qty Ply 62'Grand Carlton III with porch TD680958 M11323 AB SPECIAL 1 1 Job Reference(optional) Ohembers Truss. Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries.Inc.Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdh1 WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs r1-o-q 8-8-4 12.0.0 15-8-4 i 20-4-8 22.0-0 24-8-12 T— 34-0-0 -� 5-0- '1 3 3 12 r-- 3-8-4 - 4.8.4 11 78-1--2 B-12 f 9-3-4 --- -0-0 Scale=1:62.2 5x6= 3x4 2x3 11 4x8= = 4.00 F12 4 20 5 6 21 7 2x3 2x3 3 � 8 tE _ v _ �- rj - -ter 5x12MT18HS= Ici 6 - d 12 11 5x12= 3x4= 46= 3x10 7:- 2.00 FIT 10-6-4 20-4-8 ,22-0-0 34-0-0 10-6.4 9-10.4 1-7-8 12-0-0 Plate Offsets JX_1^[2:0-2-2,0-0-71,17:0-5-8,0-2-4] 9:0-2-6 EdgeL LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.69 I Horz(TL) 0.39 9 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=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. TOP CHORD 2-3=-5337/3033,3-4=-4970/2788,4-20=-3801/2193,5-20=-3801/2193,5-6=-2464/1521, 6-21=2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=2808/1655 BOT CHORD 2-13=2785/5078,12-13=1698/3180,11-12=-1158/2331,9-11=-1432/2593 WEBS 3-13=-389/395,4-13=-895/1665,5-13=-291/796,5-12=-894/538,7-12=303/452, 7-11=228/474,8-11=408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;6=52111;L=34ft eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. , 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MnekV conneclors.Rils 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 tullding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent Lxacing MITek" Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance iegardng the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute,2113 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty -Ply 62'Grand Carlton III with porch T9680959 M11323 A9 IHIP i Job Reference(optional) Ohambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:08 2016 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-?iZE?FW YO_9MswxybvRJOxHgpalHFnB4U?T3iSYSYOr rl-0-0 6-7-15 10-0-0 , 15-2-14 20-4.0 24.0.0 27.4.1 34-0-0 5-0- 1-0 00 6-7-15 3�4 1 5-2-14 �—5-1-2 �- 3-8-0 �---3 4-1 I 6-7-15 Scale=1:60.1 4x4= 2x3 II 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2x3-ZZ� 2x3 3 I�i 8 r C6 w1 2 - i 9 10� 15 14 13 t2 11 3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5= 10-0-0 20-4-0 24-0.0 34-" i 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets_.(_X,YJ:-__2:0-2-8 Edge],LO-5-4,0-2-01,f9:0-2-2,Edge_ l LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) _ Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 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 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) 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=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=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 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/08/2015 BEFORE USE Design valid for use only with MITekO connectors.]his design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before arse,the building designer mast verify the applicability of design parameters and properly Incorporate this design Into the overall btelding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members oNy.Additional temporary and pennartent 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 frtrss 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,Alexondrla.VA 22314. Tampa,FL 33610 i Job _ P_uss 7HI17S r ypl' e --�— Oty Ply 62'Grand Canton III with porch T968096D M11323 RA _]_6 Job Reference(optional) �__ Inc. n Oct 17 10:40:09 2016 Page 1 7.640 s A M 9 Chambers Truss. Fort Pierce,FL r 19 2016 MiTek Industries.In P I D:_etC1 cxC3ixW 711u1s?ypJyuFU K-Tv7cDbW A91HDU4 W 89cyYx9pgDz6A_Cf DiiCdEvySYOq 1 0 8-0-0 11-1-1 �_ 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 35-0� [1-0-0� 8-0-0 1 5-10-15 11ZO 3 8-2 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10% 6 r 17 6x10 4.00 12 4 3x6- 19 3 -- 1 131 16 5x I 21 e 2 ag I 10 �I r N tj 22 N - 29 28 27 26 25 - 24 o 3x6 11 3x6= 6x8= 3x6= 6x8- 44= 3x5= 6x8= a-0-0 11-1-1 18.6.0 26-" 34-0-0 8-" } 3-1-1 7-d-t5 —� 7-6•0 --- Plate Offsets(X,Y)-- 3:0-3-8 Edge] 21:0^3-8 Edge],( .o_3-8,0-3-0],27:0-3-8 0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 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 n/a BCDL 10.0 —Code FBC2014ITP12007 (Matrix-M) I Weight:194 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except: BOT CHORD 2x4 SP M 30 1 Row at 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) 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=134/313,9-11=-114/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29=-195/591,28-29=143/463,27-28=-143/463,26-27=772/440,25-26=-393/630, 24-25=393/630,22-24=-1014/2010 WEBS 3-29457/1105,3-27=-1643/836,5-27=-769/636,5-26=-537/346,13-26=934/608, 18-26=-2360/1437,18-24=-782/1690,21-24=-38/353,4-5=-618/520,19-20=-342/310, 14-15=-549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14f;B=52ft L=34ft eave=6ft Cat.II; Exp C;Encl.,GCpj=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 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 devlce(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O C S S tan ar AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with 1011ekO connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the appllcabillty 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply M11323 GRA HIP 1 1 62'Grand Carlton III with porch T9680960 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 MTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_elC1 cxC3ixVV?I1uls?ypJyuFUK-Tv7cDbW A91H DU4 W 89cyYx9pgDz6A_CIDifCdEvySYQq LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=54,21-23=54,29-30=-20,24-29=47(F=-27),24-33=-20,3-11_126(F=72),11-21=126(F=-72) Concentrated Loads(lb) Vert:29—641(F)24=-641(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MlTek®connectors.This design Is based only upon parameters shown,and Is for an individual brllding component,not a Inrss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Info the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional lemporary and permanent brin �:M ing iTek' 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,seeANSTITPli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 62'Grand Carlton III with porch T9680961 M11323 GRB 'HIP 1 1 Job Reference(optional) Ghambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4 M78G4ra W BL WyuFUJ-Tv7c DbW A91 HDU4 W 89cyYx9piuz4F—CMDifCdEvySYaq 1-0-q _ 8_0-0 13-8-0 __ 17-0-0 20-4-0 _ 26-0-0 34-0-0 ?5-0- 1 0 0' 8.0-0 r 5-8-0 ^f 3-4.0 43 0 Tt 5-8-0 r B-0-0 1-0-0 Scale=1:60.1 5xB MT18HS= 4x10= 5x8 MT18HS= 4.00 F 12 2x3 11 46= 2x3 11 3 23 4 5 6 7 24 8 10 N I � � g N N1 ! "C - _ I o 6 16 75 14 13 12 11 4x5— 3x6 1'' 4x6— 6x10= 6x10= 06— 3x6 II 45— 8-0-0 13-B-0 20-4-0 26-0-0 1 _ 34-0-0 8-0-0 15-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- f2:0-2-2,Edgej,L3:0-5_4,0-2-8 5:0-3-0 Edge],-8.0-5-4 0�2-8j,�9:0-2-2,Edge� _ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl 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 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 rila n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc pudins. 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 Horz2=-90(LC 6) Max Uplift2=-871(LC 8),13=2549(LC 8),9=369(LC 8) Max Grav 2=1 479(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=-1 26512545,8-9—692/331 BOT CHORD 2-16=1655/3336,15-16=1676/3398,14-15=1676/3398,12-13=-246/658, 11-1 2=-246/658,9-11=225/595 WEBS 3-16=-402/1155,3-14=1431/700,4-14=B47/699,7-13—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=4.2psh BCDL=3.Opsf;h=14ft;B=52ft;L=34fh eave=6f1;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 ib down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,5-8=-131(F=77),8-10=54,16-17=-20,11-16=-49(F=-29),11-20=20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only kith 1011ekD connectors.This design Is based only upon parameters shown.and Is for an individual building component,riot a truss system.Before use,the building designer must verify the applicabilliy 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.Addiionat temporary and permanent bracing is always required for stabilily and to prevent collapse with possible personal Injury and property damage. For general guidance tegarding the fabrication,storage,delivery,ereclion and bracing of tnisses 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 i Job LGrRUB Truss Type Qly Ply, 62'Grand Carlton III with porch T9680961 M11323 i HIP 1 1 t 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_QxXowcP45E5KjJTnUMMteNOUjfcMxJyAnLySYOp LOAD CASE(S) Standard Concentrated Loads(lb) Vert:16=-641(F)11_641(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �7 a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate flits design Into the overall met building design. Bracing Indicated Is to prevent buckling of indivldud truss web and/or chord members only.Additional temporary and permanent bracirrg -M'Tek' is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guldonce regarding the fabrication.storage,delivery,erection and bracing of trusses and law systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Oty Ply 62'Grand Carlton III with porch T9680962 M11323 J2 MONO TRUSS 6 1 i Job Reference(optional)__ Ohambers 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?zSlzTbJ C DII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp ~ 1-0-0 �j 2.0-0 Scale=1:7.9 3 4.00 12 2 4 W 2-0-0 2-0.0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) I Weight:8 lb FT=056 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.opsf;h=141t;13=52fh L=341t;eave=6ft Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev.1010312015 BEFORE USE. Design valid for use orgy with MI1ek0 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 vedty the applicability of design parameters and properly fncogrorate Ihis design Into the overall v building design. Bracing indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent bracing 'MiTete` Is always required for sic"ily and to prevent collapse wilh possible personal Injury and property damage. for general guidance tegarding the fabticallon,storage,delivery,meellon 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,Sulle 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 162'Gfand Carlton III with porch -, T4680963 M11323 J4 MONO TRUSS 8 1 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Man Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?Z1RxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W eluxMxJyAnLySYQp 1.0-0 4-0-0 4-0-0 Scale=1:11.2 3 4.00 12 2 4 3x4= 4-0-0 J 4-" LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefl Ud 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 FBC2014fTP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Up1ift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek0 connectors.this design is based only upon tximmeters shown,and is(or an Individual building component,not a Inns system.Before use,the building designer must verify the applicability of design ixnameters and properly Incorporate this design into the overall r� building design. Bracing indicated Is to prevent buckling of Individual it=web and/or chord members only.Additional temporary and permanent bracing `��l iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon,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 avallable 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 -- 6 1 J ob Reference Lptional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXHi_10av6FnozSLAW AzhkJnySYQo -1-0-0 I -- 6.0-0 —I 1.0-0 6-0-0 Scale=1:14.8 3 r 4.00 F12 u ' 2 4 3x4= I 6.0-0 6-0.0 LOADING(pst) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014fFP12007 (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 N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz 2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1).2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2ps1;BCDL=3.Opsf;h=14ft;B=52ft;L=341t;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev.10/03)2015 BEFORE USE Design valid for use only with MITeka connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the applicabUlfy of design parameters and property Incorporate this design into the overall v bolding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addiltonal ter npofary 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 hiss systerns,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 russ Type Qty Ply 62'Grand Carlton III wth porch T9680965 M11323 JB MONO TRUSS 20 1 _ Job Reference o tional Ghombers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Pagel ID:tP6jtz j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av9TniOSLAWAzhkJnySYQo 8-0-0 8-0-0 Scale=1:17.7 3 4.00 Fl2 2 4 3x4= I_ 8-0-0 8-0-0 Plate Offsets X Y-- f2:0-1-2,Edge) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud 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 I Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:261b FT=046 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC B) Max Uplfft3=-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=4.2psh BCDL=3.Opsf;h=14fh B=52ft;L=34ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek0 connectors.This design is based only ur on paraneleis shown,and Is for an individual tAillding component,not a truss system.Before use,the building designer must verity the applicability,of design parameters and property incoiporafe this design into the overoll 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carilon III with porch T9680966 M11323 �KJ8 MONO TRUSS 4 1 I Job Reference(optional) 8hambers 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?LuEanctnZr4Qb7 W MytiFUF-PHEMdHYQgvXxjOgXHi_1 OavAingZSFRW AzhkJtlySYQo -1-5-0 �-- 7-3.4 11-3-0 1 i-5-0 7.3-4 3-11-12 Scale=1:20.8 4 2.83 F12 30 3 i j 7 6 3x4= 2x3 II 5 3x4= 7-3-4 11-3-0 ~-- 7-3-4 �- 3-11-12 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Lid 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 FBC2014ITP12007 (Matrix-M) ; Weight:44 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 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 Horz 2=244(LC 8) Max Uplift4=-207(LC 8),2=-312(LC 8),6=277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=14ft;B=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)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)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 277lb 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 Uniform Loads(plf) Vert:1-2_54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B_49),8=0(F=10,B=10)-to-5=56(F=18,B=-18) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED mTEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE Design valld for use only with MITekO connectors.Ws design Is ixcrsed only urx)n Ixirameters shown,and Is for an Individual Wilding componeN,not a muss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporale this design into the overall Iva!' bWdng design. Bracing Indicated Is to prevent trickling of Individual taus web and/or chord members only.Additional temporary and permanent tracing �Mi Ta ell' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing o1 fnrsses and fnrss systems,se.eANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Insfifule,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in 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. 0-l/1 dr o1 2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS cab 4 may require bracing,or alternative Tor I C v p bracing should be considered. p 3. Never exceed the design loading shown and never ay�° U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�-s caa c� designer,erection supervisor,property owner and plates 0-'rib"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 wone at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software Or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to 4 X 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing of 10 ft.spacing, 9 y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others, 15.Connections not shown are the responsibility of others. i 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® green or treated lumber may �g; 18.Use of g y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front.back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Nil e is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII 7473 rev. 10/03/2015