Loading...
HomeMy WebLinkAboutTruss , project info I Lumber design values are 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 Model: M3FL 33610-4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss'Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual,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. lNo. I Seal# I Truss Name Date 1 IT11697376 I A 7/27/17 12 I T11697377 I A5 17/27/17 I 13 I T11697378 I A6 17/27/17 I 14 IT11697379 IA7 17/27/17 15 I T11697380 I A8 17/27/17 16 I T11697381 I A9 17/27/17 I 17 IT11697382IGRA 17/27/17 18 IT11697383IGRB 17/27/17 19 I T11697384 1,12 17/27117 110 I T11697385 I J4 17/27/17 Ill I T11697386 I J6 17/27/17 112 I T11697387 J J8 17/27/17 ' I 113 I T11697388 I KJ8 17/27/17 I The truss drawing(s)referenced above have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters ®�O •• ALB Aso provided by Chambers Truss. ¢ . '; N S�:•.9/ji/ss® Truss Design Engineer's Name: Albani, Thomas ----- - 39380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE:The seal on these truss component designs is a certification �� • '�e that the engineer named is licensed in the jurisdiction(s)identified and that the S ATE O F QJ. designs comply with ANSI/TPI 1. These designs are based upon parameters s�,(�'•,A P•: shown(e.g.,loads,supports,dimensions,shapes and design codes),which were '�,�� O R 1�. �N,�e given to MiTek. Any project specific information included is for MiTek's customers �� ,19 • ' �� file reference purpose only,and was not taken into account in the preparation of �, -."`91 e�N°Ai°�0®0% 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 Thomas A.Alban)PE No.39380 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design perANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL=1 0 Data: July 27,2017 Albani,Thomas 1 of 1 �ob�,, Truss Truss Type Qlyi Ply 62'Grand Carlton 111 with porch T11697376 23 A COMMON 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:412017 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6yTYl We3167Hxl MQymQMHytwSO T1-0-0, 6 7-13 12-4-13 17-0-0 21-7-3 27-4-3 34-D-D 35_DA 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=1:69.2 4.00 12 4x4= 6 25 2x3 11 24 2:13 I I 3x6 5 7 3x6 3x4! 4 8 3x4 3 9 01 2 10 11 n I � 17 16 15 26 27 14 13 12 45— 2x3 I I 4x6 3x8= 3x8= 46= 2x3 I I 4x5= 6-7-13 12-4-13 21-7-3 27.43 34-0-0 , r 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) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1362/0-8-0,10=1362/0-8-0 Max Harz 2=179(LC 9) Max Uplift2=-832(LC 10),10=-832(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3188/1919,3-4=-2663/1632,4-5=2616/1640,5-24=-2668/1752,6-24=-2608/1747, 6-25=-2608/1747,7-25=2668/1752,7-8=-2616/1640,8-9=-2663/1632,9-10=-3188/1919 BOT CHORD 2-17=-1693/2972,16-17=1693/2972,15-16=-1693/2972,15-26=967/1925, 26-27=-967/1925,14-27=-967/1925,13-14=-1693/2972,12-13=1693/2972, 10-12=-1693/2972 WEBS 6-14=-559/948,7-14=-328/330,9-14=-550/403,6-15=-559/948,5-15=-328/330, 3-15=-550/403 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)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 30 lb up at 15-0-0, and 50 lb down and 30 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s)Is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1,25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) ®WARNING-VerPy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily 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 end/or chord members only.Additional temporary and permanent bracing M'�el.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I �o% Truss Truss Type Qty, Ply 62'Grend Carlton Ili with porch T11697377 11323 A5 SPECIAL 9 1 Job Reference o Ilona/ Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:412017 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFU M-6ol EuZGAMi82RVbrf6y7YIWXdl 1 6HyJMQymQMHytwSO r1-0-Q 7-8-5 10-6-4 17-0-0 20-4-6 26A-0 34-0-0 35-0-R 11 0 7-8-5 2-9-15 6-5-12 3-4-6 5-11-8 7-8-0 1-0-0 Scale=1:61.2 4.00 F12 5x8 I I 6 2x3 I I 2x3 7 4x6 3x6 Ztz 2x3= 4 5 B 3x4 3 9 2 14 h 1 10 111m 5x12 MT18HS 0 0 13 12 3x10= 2.o0 12 5x12= 2x3 II 3x6— _10-6-4 204-8 26-4-0 , 34-M 10-6-4 9-104 5-11-8 7.8-0 Plate Offsets(X.Y)-- 12:0-2-2.0-0-71,f4:0-3-0.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d 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(fL) ,0.43 10 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (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 purtins, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-10 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=129710-8-0,10=1327/0-8-0 Max Horz 2=179(LC 9) Max Upl'ift2=-795(LC 10),10=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-540213206,3-4=-5047/2950,4-5=-5005/2952,5-6=-509313071,6-7=-2352/1568, 7-8=2330/1486,8-9=-2383/1472,9-10=-2979/1784 BOT CHORD 2-14=-2938/5142,13-14=-1023/2054,12-13=-155312765,10-12=-1553/2765 WEBS 3-14=-342/317,5-14=-297/321,6-14=-1867/3265,6-13=-261/514,7-13=-259/252, 9-13=-634/444 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=4.2pst BCDL=3.Opsf;h=14ft,B=52ft;L=34ft;eave=6ft;Cat-11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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. I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and 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 Milk' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the li fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS[ITPII Quality Criteria,DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available kom Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I i Job, Truss Truss Type 1QtY Ply 162'Grand Carlton III with porch T11697378 M11323 A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi7ek Industries,Inc.Thu Jul27 09:15:42 2017 Page 1 c ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0K0Vec\_ujytwS? 8-11-11 16-0-0 18-0-0 20-4-8 , 25-11-15 34-0-0 35-0-q 1-0 0 8-11-11 7-0.5 2-0-0 2-4-8 5-7-7 Scale:3116"=1' 4.00 12 6x8= 5x6= 5 6 2x3 5x6 WB% 3x4 5x6 zzr n 34 78 t2 n N 4 1 2 14 9 1 I n' 5x12MT18HS= 10 I� d 11 I�, 1 3x4 Z 12 11 0 340 2.00= 12 5x6= 2x3 11 3x6= 0-64 15.0-0 2 -8 25-11-15 34-0.0 10-6-4 45-12 -0-0 4-4.8 5-7-7 8-0-1 Plate Offsets 1X.Y1— 12:0 2-2.0-0-71 13:0-3-0 Edgel f5.04-0 0-2-31 f7:0-2-7 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Hofz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 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 Horz 2=169(LC 9) Max Uplift2=-796(LC 10).9=-811(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-3=-5374/3234,3-4=-5240/3235,4-5=-4981/2977,5-6=-2255/1506,6-7=-2312/1473, 7-8=-2320/1451,8-9=-3010/1835 BOT CHORD 2-14=-2960/5111,13-14=-1169/2301,12-13=-1098/2141,11-12=-1604/2799, 9-11=-1604/2799 WEBS 4-14=-487/502,5-14=-165412900,5-13=402/193,6-13=-1761517,8-12=-764/560, 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=42psf;BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10l03/2015 BEFORE USE. Design valid for use only with Mi7eW 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bmdrtg p p+Tel.- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �V� ( Il fabrication,storage,tlelivery,erection and bracing of Wsses and truss systems,see ANSUTPH 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. Tempe,uk East i Plo.323 Truss Truss Type QtX Ply 62'Grand Carlton Ilt with porch T11697379 1 A7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15A3 2017 Page 1 I D:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpiDnX_bdjbtrYjWlklftGFXQAytwS_ r1-0-q -0- B-10-10 14-0-0 20-0-0 25-11-16 34-0.0 1-0.0 B-10-10 5 1 6 6o 5-11-15 B-0-1 01 0 Scale=1:62.3 6x10 MT18HS= 5x6= 4.00 12 4 5 2x3 3x4 C 3 6 m v 11 ,n1 2 >r 7 8 m v� 5x12 MT18HS= 0 10 g 3x10= 2.00 12 5x12 - 2x3 II 4x5= r 10.64204-8 25-11-15 34 0-0 10-6-4 35-12 6-0-8 5-7-7 8-0-1 Plate Offsets(X.YI- 12:0-2-2.0-0-71f4:0-5-0 0-1-131 LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in ((cc) 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(TL) -1.40 10-11 >291 240 MT18HS 244/140 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=129710-8-0,7=1327/0-8-0 Max Hom 2=-149(LC 8) Max UpI R2=-795(LC 10),7=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3260,3-4=-4993/3023,4-5=-2157/1487,5-6=2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-1552/2801,9-10=-1593/2746,7-9=-1593/2746 WEBS 3-11=-412/429,4-11=4413/2588,4-10=-810/448,5-1 0=-1 74/455,6-10=-636/458 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; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Intedor(1)zone;C-C for members and farces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/0.3/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i 11 �T�1�IC• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job; Truss Truss Type Qty. Ply �62'Grand Carlton III with porch T11697380 M11323 A8 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:43 2017 Page 1 ID:WSJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbuZrblpgftGFXQAytwS_ r1-0-Q 8-84 12-0-0 15-B-4 _ , 20-4-8 22-0-0 , 24-8-12 , 34-0-0 85-0-Q l 0 8-8-4 3-3-12 3-8-0 4-8-0 1-7-8 2-8-12 9-34 1-0-0 Scale=1:62.2 5x6— 3x4 2x3 11 4x8= = 4.00 12 4 20 5 6 21 7 2x3� 2x3 , 3 8 r 0 i v 'n1 2 13 9 10 1O 1^ dh 5x12 MT18HS= Ir 0 6 12 11 i 5x12 = 4x6= = 3x10= 2.00 FIT3x4 I I 10-6-4 20-0-8 22-0-0 34-0-0 10-5 4 9-10-4 1-7-8 12-0-0 Plate Offsets(X.Y)-- f2:0-2-2.0-0-71,f/:0-5-8.0-2-41,f9:0-2-6.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014rfP12007 (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 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8 ,9=1332/0-8-0 Max Horz 2=129(LC 9) Max Uplift2=-794(LC 10),9=-813(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3325,3-4=-4970/3077,4-20=-3801/2422,5-20=-380112422,5-6=-2464/1693, 6-21=-2472/1702,7-21=-247211702,7-8=-2492/1650,8-9=-2808/1824 BOT CHORD 2-13=-3045/5078,12-13=189813180,11-12=-1289/2331,9-11=-1573/2593 WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=-894192,7-12=-352/452, 7-11=-235/474,8-11=-408/419 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;6=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 WARNING-Verily design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7477 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall �i.� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " is always required for stabilTy and to prevent collapse with possible personal injury end property damage. For general guidance regarding(ha piTeic- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlrrPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 j i Job Truss Truss Type JQ1y. Ply �62'Grand Carlton III with porch T11697381 M11323 A9 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:44 2017 Pago 1 ID:_etClcxC3ixVV?huls?ypJyuFUK-WNjNWbl3fdWdIzKQLEVgAx8Bwy9gUDQo6w 4ycytwRz L1-0-0, 6-7-15 10-0-0 - i5-2-14 20-4-0 24-0-0 27-4-1 34-0-0 35 0 q r1-0-Or 6-7-15 3-0-1 5-2-14 5-1-2 3-8-0 3-4-1 B-7-15 1-0 0 ,Scale=1:60.1 44= 4.00 1z 3x4 = 2x3 i 4x8= 4 22 5 6 23 7 2x3 2t13 i 3 8 A M 1 2 9 10 can 0 15 14 13 12 11 3x5= 3x8 3x6= 6x8 3x6= 3x4 3x5= 1040-0 20-4-0 24.0-11 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets iX Y)— 12.0-2-8 Edgel f7.0-5-4 0-2-01 19.0-2-2 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft 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 BCLL 0.0 ' Rep Stress Incr YES WB 0-85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=38210-8-0,13=1554/0-8-0 Max Horz 2=-109(LC 8) Max Uplift2=-441(LC 10),9=-262(LC 10),13=904(1-C 10) Max Grav 2=709(LC 19),9=420(LC 20),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-11961754,34=-874/537,4-22=797/532,5-22=-797/532,5-6=404/747, 6-23=-4041747,7-23=-404R47,7-8=-88/269,8-9=-295/175 BOT CHORD 2-15=-590/1091,14-15=-64/316,13-14=-64/316,12-13=-245/289,11-12=-245/289 WEBS 3-15=-349/348,5-15=-271/615,5-13=-11621851,6-13=-260/267,7-11=-163/325, 8-11=387/373,7-13=-762/484 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.Opst h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M iT®k" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 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 36610 Job- Truss Tn1ss Type Qty. Ply E'Grand Carlton III with porch' T11697382 M323 GRA HIP 11b Reference o do al Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 1 ID:_elC1 cxC3ixW?hu Is?ypJyuFUK--ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy 11-0-q 8-0-0 t1-1-1 17-0-0 18 6-0 22-2-2 26-0-0 34-0-0 35.0-Q 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 11 14 9 7x10% 6 17 6x10 4.00 1P 4 3x6 19 n 3 — 13 1 5x 21 10 1 2 22 23 w N 44 29 26 27 26 25 24 3x5= 3x6 II 3x6= 6x8= 3x6= 6x8 = 4x4 = 6x8— 8-0-0 11-1-1 18-6-0 26-0-0 34-M 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate Offsets(X.Y)— f3:0-3-8,Edgel,f21:0-3-8.Edgel.f24:0-M.0-3-01,f27:0-M.0-3-01 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 2435 >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 WS 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) 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 purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (Ib)- Max Horz 2=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) , Mau 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, 10-1 2=-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=473/256,6-9=434/313,9-1 1=4 1 413 71,11-14=-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=.3931630,22-24=1014/2010 WEBS 3-29=-457/1105,3-27=1643/836,5-27=-769/636,5-26=-537/346,13-26=-934/608, 18-26=2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=-342/310, 14-15=-549/402 NOTES- 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCOL=3.Opsf;h=14ft;8=52ft;L=34ft;eave=6ft;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 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 27,1470lb uplift at joint26 and 646lb 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 purtin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)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). Continued on gage 2 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE 11111.7473 rev.f 0/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ��'r®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,see ANSVTPIt Quality Criteria,DSB.89 and BCSI Building Component 6204 Parke East Bivd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 366t0 i Job Truss Truss Type Qty Ply 62'Gmnd Carlton 111 with porch T11697382 M11323 GRA HIP 1 1 Job Reference fopficinall Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:1-45 2017 Page 2 ID_etC1cxC3ixW?huts?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pip 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereClion and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DS8.89 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 36610 i Joh Truss Truss Type Qty, Ply 62'Grand Carton III with porch T11697363 M11323 GRB HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A6 2017 Page 1 ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-Slr7xH KJAFmLXHToStYIFMDOkmpl y5g5ZETBOVytwRx T1-0-0, 6-0-0 13-8-0 17-0-0 , 20-0-0 Z6-0-0 34-0-0 35-0-Q 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 5x8 MT18HS= 4x10= 4.00 12 2x3 I I 4x6= 2x3 I I 5x8 MT18HS= 3 23 4 5 6 7 24 8 t2 2 9 w 1 10 0 0 16 15 14 13 72 11 3x6 II 6x10= 6x10= 3x6 11 4x5= 4x6= 4x6 = 4x5= 8-0-0 13.8-0 20- 2 34.0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets X Y— 2:0-2-2 Ede 3:0-541 0-2-8 5:M-0 Ede 8:0-5-4 0-2-8 9:0-2-2 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0,16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO W8 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=399310-8-0,9=51010-8-0 Max Horz 2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav 2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-Ali 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=-126512545,7-24=-1265/2545,8-24=1265/2545,8-9=-692/331 BOT CHORD 2-16=465513336,15-16=4676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=-246/658,9-11=-225/595 WEBS 3-16=40211155,3-14=4431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 8-11=-403/1157,6-14=-143112780,6-13=3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;End.,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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 Continued on gage 2 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTekB connectors.This design is based only upon parameters shown,and is for an individual building component,not q�• a truss system.Before use,the building designer must verify the 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ti fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI7 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 36610 Job= Truss Truss Type Qty Ply 162'Grand Carlton(if with porch T11697383 M11323 GRB HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:46 2017 Page 2 ID:SrRaEyyrgO4M78G4raW B LWyuFUJ-Slr7xHKJAFmLXHToSfYIFM DOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) I ..� ®WARNING•Ved(y design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MI!•7473 rev.10/0312015 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 buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MOW 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,see ANSUTP11 Quality Criteria,DSS-89 and SCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job: Truss Truss Type Qty Ply 162'Grand Carlton fit with porch T11697384 M11323 J2 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A6 2017 Page 1 I D:xl?zS I zTbJCDI IrGPH I OukyuFU l-S Ir7xH KJAFm tXHToSfYI FM DYOmx3yK95ZETBOVytwRx -1-0-0 -- 2-0-0 1-0.0 2-D-0 Scale=1:7.9 3 4.00 F12 N 2 O 1 4 3x4= 2-0-0 2-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ver((LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 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 ECOL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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 Harz 2=67(LC 10) Max Upl'Ift3=-30(LC 10),2=-131(LC 10),4=-3(LC 7) Max Grav 3=37(LC 15),2=143(LC 1),4=29(LC 3) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 glyder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek©connectors:This design is based only upon parameters shown,and is for an individual building corrrponen6 not Solon? , a truss system.Befo use,the building designer must verify the applicability of design parameters end properly incorporate this design n 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 * is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �t y !T®k^ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSOTPI7 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job- Truss Truss Type Qty, Ply 162'Grand Carlton III with porch T11697385 M11323 J4 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:47 2017 Page 1 ID:PDYLfd_5MdK4MSQTz?ZlRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnZmiTAFQhnPFouDlZxytwRw 4-0-0 1.0-0 T 4-0-0 'Scale=1:11.2 3 4.00 2 1 4 3x4= 4-0-0 4.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190I 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 We n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:14 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0.4=39/Mechanical Max Horz 2=104(LC 10) Max Uplift3=-75(LC 10),2=-171(LC 10).4=-2(LC 10) Max Grav 3=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.Ill; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces 8r MWFRS for reactions shown; 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 parsmeMrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev.10/0.7/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11 B''P®1." is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the f i it fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPl1 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 36610 Job Truss Truss Type Qty Ply E'Grand Carlton III with porchM11323 J6 MONO TRUSS 8 1 T11697386 b Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTak Industries,Inc.Thu Jul 27 09:15:47 2017 Page 1 ID:tP6jtz_j7xSx_c fXi4uz9yuFUG-xyOV8dKxxYuC9Q2?ON3XnZmdMABWhnPFouDlZxytwRw 1.0-D 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 M N 2 1 cccttt 4 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 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 FBC2014/TPI2007 (Matrix-M) Weight:20lb FT=O%, LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz 2=142(LC 10) Max Uplift3=-117(LC 10),2=-218(LC 10) Max Grav 3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (Ib)-Max.Comp./Max-Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 117111 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-Veri design Verify g parameters and READ NOTES ON THIS AND MITEK REFERENCE PAGE MIr-7473 rev.10/07/2815 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 A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the iVliTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DS1389 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 36610 Job Truss Truss Type . City, Ply 162'Grand Carlton III with porch T11697387 M11323 J8 MONO TRUSS 20 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:48 2017 Page 1 ID:tP6jtzj7xSx c_fXi4uzgyuFUG-P8yuMzLZisO3nadBa4amKnJrKZRCQEfOlYyl5NytwRv 1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.7 3 4.00 12 1 2 4 3x4= 8-0-0 8-0-0 Plate Offsets(X.Y)— f2:0-1-2.Edge) LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (foc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:26 lb FT=0%a LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 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=41110-8-0,4=68/Mechanfcaf Max Horz 2=180(LC 10) Max Uplift3=-160(LC 10),2=-265(LC 10) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf,h=14ft;13=52ft,L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces 1£MWFRS for reactions shown; 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. i 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M 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 beating 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 REFERENCE PAGE 11111-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing w A'Tel.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the !Y� i k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 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 36610 Job Truss Truss Type QtX Ply E'Grand Carlton III with porchT1169)388 M11323 KJ8 MONO TRUSS 4 1b Reference o floral Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 27 09:15A8 2017 Page 1 ID:Lcg54J?LuEancmZr4Qb7W MyuFUF-P8yuMzLZisO3nadBa4amKnJsZZZLQ8w01 YyISNytwRv 1-5-0 T-3A 11-3-0 1-5-D 7-3A 3-11-12 Scale=1:20.8 4 2.83 12 3x4 3 2 LD 7 8 3x4= 2x3 II 5 3x4= 7-3-4 113-0 7-3A 3-11 12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d 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 OA3 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014f1P12007 (Matrix-M) Weight 44 Ib 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 REACTIONS. (lb/size) 4=207/Mechanical,2=48210-11-5,6=556/Mechanical Max Horz 2=244(LC 8) Max Upl'Ift4=-207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav 4=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=10901498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177f/27 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 3.8-0 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)"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(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,13=49),8=0(F=10,B=10)-to-5=-56(F=-18,B=-18) WARNING-Vedfy design paame[ers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. `! Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only,Additional temporary and permanent bracing 11 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPI1 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 36610 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 1 /4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. — g 1 ry 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 c2-3 2. Truss bracing must be designed by an engineer.For 0 wide truss spacing,individual lateral braces themselves p WEBS c� 4 may require bracing,or alternative Tor I tY T p bracing should be considered. O °? �'� N yt L° tY = 0 3 5 O 3. Never exceed the design loading shown and never � �� g U stack materials on inadequately braced trusses. 00 ILt7 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.8 c6-7 �� F designer,erection supervisor,property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 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. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE [CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 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 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. fl, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. No[ is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTeko ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015