Loading...
HomeMy WebLinkAboutBuilding Plans Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek-w RE+: M11323-62' Grand Carlton III with porch MiTek USA, Inc. 1 6904 Parke East Blvd. Site Information: TT FL 33610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: M3 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 oof 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. llVo. I Seal# Truss Name Date ill I T11697376 I A 7/27/17 12 I T11697377 I A5 17/27/17 13 I T11697378 I A6 17/27/17 I 14 I T11697379 I A7 17/27/17 15 I T11697380 I A8 17/27/17 I 16 I T11697381 I A9 17/27/17 I 17 IT11697382IGRA I7/27/17 I 18 I T11697383 I GRB 17/27/17 19 I T11697384 I J2 17/27/17 I 110 I T11697385 I J4 17/27/17 I11 IT11697386 JJ6 I7/27/17 12 I T11697387 I J8 17/27/17 ( 13 I T11697388 I KJ8 17/27/17 I I The truss drawing(s)referenced above have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters ,`�, •, . . .A44 oi® provided by Chambers Truss. SF•:9�i�sd�, j�russ Design Engineer's Name: Albani, Thomas 4 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 p�• * 'IZ that the engineer named is licensed in the jurisdiction(s)identified and that the ' ATE OF :�1 designs comply with ANSI/TPI 1. These designs are based upon parameters tA� ? •�y r1 / T-•• �o` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were —�- `O R 10• '�N,e� given to MiTek. Any project specific information included is for MITek's customers � ss........• file reference purpose only,and was not taken into account in the preparation of i,16/0 N A"���e�o 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.Albani 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 per ANSI/TPi 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: July 27,2017 Albani, Thomas 1 of 1 Jobs Truss Truss Type Qty Ply 62'Grand Carlton III with porch T11697376 q COMMON 9 1 M11323 Job Reference(optional) 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:41 2017 Page 1 Chambers Truss, Fort Pierce,FL ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7YIWe3167Hxl MQymQMHytwSO 1'p-p 6-7-13 12-4-13 17-M 21-7_3 27-4-3 34-D-0 1j0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 11 24 2x3 11 3x6% 5 7 3x6 4 8 3x4 3x4% 9 3 10 11 0 rot 2 13 O 17 16 15 26 27 14 12 05= 2x3 II 4x6 3x8= 3x8= 4x6 2x3 II 4x5 = 6-7-3 2.4-13 __3 -0� 34-M 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Ud 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 Fl=0% LUMBER- BRACING- TOPICHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BO I CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 R ICTIONS. (lb/size) 2=1362/0-8-0,10=1362/0.8-0 Max Horz 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. TO I 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 five 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 chard live load nonconcurrent with any other live loads. 4)'IThis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=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 lb up at 19-0-0 on top chord. The design/selection of such connection devices)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 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-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 �- i a truss system.Before use,the building designer must verify 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 M!Tek- I is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSWrPII 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. Tamps,FL 36610 Lob Truss Truss Type •Qty Ply 62'Grend Carlton III with porch T11697377 1323 I AS SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:41 2017 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7YIWXdll6HyJMQymQMHYtwSO r1 D a 7-8-5 10-6-4 17-0-0 20-4 6 26-4-0 34-0-0 35-0-Q 1 0 0 7-8I 2-9-15 6-5-12 3�-8 5-11-8 7-8-0 1-0-0 Scale=1:61.2 'I 4 DD 12 5X8 I I 6 2x3 11 2x3 I I 4x6% 7 3x6 2x3 ZZ 5 4 8 3x4 3 9 14 1 1 2 10 11 m IA 5x12 MT18HS o' o 13 12 SX12= 2x3 11 3x6= 3x10= 2.00 F2 , i 10-6.4 i 2OA-8 26A-0 r 34-0-0 10.6A 9-10-4 5-11.8 7.8-0 Plate Offsets(X.Y)-- f2:0-2-2.0-0-71.f4:0-M.Edgel 'I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 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 2441190 BCLL 0.0 ' Rep Stress lncr YES WB 0.49 Horz(TL) ,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 pudins. 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=1297/0-8-0,10=1327/0-8-0 Max Harz 2=179(LC 9) Max UpI'ift2=-795(LC 10),10=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-5402/3206,3-4=-5047/2950,4-5=-5005/2952,5-6=-50931.3071,6-7=-2352/1568, 11 7-8=2330/1486,8-9=-2383/1472,9-10=-2979/1784 BOT CHORD 2-14=-2938/5142,13-14=-1023/2054,12-13=-1553/2765,10-12=-1553/2765 WEBS 3-14=-342/317,5-14=-297/321,6-14=4867/3265,6-13=-261/514,7-13=-259/252, �I 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=4.2psf;BCDL=3.0psf;h=14f;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 8r 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)4 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 fall 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 Ill uplift at joint 2 and 812 lb uplift at joint 10. 8)j"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I WARNING•Verify design parameters and READ NOTES ON 7N/S AND INCLUDED MITEK REFERENCE PAGE M!!•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 1►A'Tel." is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IIV6 ! f` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 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 it I , - I Job Truss Truss Type city 7PIY62'Grand Carlton III with porchT11697378 M11A6 SPECIAL 1 b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:42 2017 Page 1 ID:2G1ScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0KDVecV_ujytvvS? 1-0-0 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 1-0-0 Scale:3/16"=1' 4.00 12 6xB— 5x6= 5 6 2x3 3x4 5x6 WB% 5x6 34 7 8 N N r N � 1-114 910 N r7J 2 5xl2 MT18HS= 13I 6 3x4= 12 11 _ 5x6= 2x3 II 3x6 3x10 = 2.00 12 I 0.6-4 5.0-0 6-0- 0-4-8 25-1-15 34-0- 10-6-4 4-5-12 -0-0 4-4-8 5-7-7 Plate Offsets(X Y) f2.0 2 2 0 0 71 f3.0 3 0 Edgel f5.0-4 0 0-2-31 f770-2-7 Edgel LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft 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 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress incr YES WB 0.83 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=O%a II LUMBER- BRACING- TOI 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 I 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. Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPCHORD 2-3=-5374/3234,3-4=-5240/3235,4-5=-4981/2977,5-6=-2255/1506,6-7=-2312J1473, 11 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=-1654/2900,5-13=-402/193,6-13=-176/517,8-12=-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=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 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) 1 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)16earing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 'of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9) 7mi-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 MII-7473 rev.101031201E 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 building design.Bracing indicated is to prevent buckling of individual truss web end/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,see ANSVrPl1 Duality 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 I Job Truss Truss Type Qty Ply 162'Grand Carlton 111 with porch T11697379 M11323 A7 SPECIAL 1 1 � � Job R Terence o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTak Industries,Inc.Thu Jul 27 09:15:43 2017 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHOuKOmgpIDnX_bdjbtrYj WlklftGFXQAytwS_ 11-0-q 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 35-0-0 1 0-0 B-10-10 5-1.6 6-0.1 5-11-15 8-0-1 Scale=1:62.3 6x10 MT18HS= 5x6= 4.00 12 4 5 2K3\ 3x4 zzz- 3 6 m v m1 2 11 7 8 m Ir 5x12MT1BHS 0Ict, II 61 1 D 9 6 I 5x12= 2x3 II 4x5= 3x10= 2.00 12 r 10-6-4 14-0-0 204-8 25-11-15 34-0-0 10.6-4 3-5-12 &A-8 5-7-7 8-0.1 Plate Offsets(X.Y)— 12:0-2-2.0-0-71.f4:0-5-0.0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 BOLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=-149(LC 8) Max Uplift2=-795(LC 10),7=-812(LC 10) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3260,3-4=-499313023,4-5=-2157/1487,5-6=2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-1552f2801,9-10=1593/2746,7-9=-1593/2746 WEI S 3-11=-412/429,4-11=4413/2588,4-10=-810/448,5-1 0=-1 741455,6-10=-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.it; 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)j 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. 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 8121b uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I �®wARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111.7473 rev.1010312015 BEFORE USE. �! Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not � a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing fl is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiT®1.K" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insblule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I j , Job I Truss Truss Type 'Qty Ply EGrand Carlton III with porch T11697380 M11323 AB SPECIAL 1 1b 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:WSJgpGwalPpeur6hk9UjG5yuFU L-2A971FHQuKOmgpiOnX_bdjbuZYblpgftGFXQAytwS_ )1 0-Q B-8-4 15-8-4 , 2D-4-B 22-D-0 24-B-12 34-0-0 35-0-Q 1i0-0 8-8-4 3-3 12-0-0 4-12 3 8 4-8 4 1-7-8 2-8-12 9-3-4 1-0-0 Scale=1:62.2 I 5x6= 3x4 2x3 II 4x8= = II 4.00 12 4 20 5 6 21 7 2x3 2x3-Z� 8 3 iv mT 2 13 9 10 N 1r i1�T! 5x12 MT18HS o, c 12 11 5X12= 4x6 3x4 = 3x10= 2.00 12 I - I 10.6-4 20.4-8 �2222>0 34-0-0 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets_(X.Y)-- 12:0-2-2.0-0-71.r7:0-5-8.0.2-41,19:0-2-6,Edgel iI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BOLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0,39 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=O% 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 4-1-12 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz 2=129(LC 9) Max Uplfft2=-794(LC 10),9=813(1_C 10) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TO i 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=-2472/1702,7-8=-2492/1650,8-9=-2808/1824 BOT CHORD 2-13=-3045/5078,12-13=1898/3180,11-12=-1289/2331,9-11=-1573/2593 WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=-894/�02,7-12=-352/452, 1I 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;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 8,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).1 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 ANSIfiPI 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-Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mtt-7473rev.10/09/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overaff building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IT��C'I is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ,e, FC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 i I Job Truss Truss Type Qty Ply �62'Grand Carlton 111 wish porch T1169738I M11323 I A9 HIP 1 1 Job Reference o do al • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:44 2017 Page 1 ID:_etCl cxC3ixVV?huls?ypJyuFUK-WNjNWb l3fd WdlzKQLEVgAx8Bwy9gUDQo6w_4ycytwRz T1-0-0 6-7-15 10-0-0 _ , 15-2-14 20-4-0 24-D-D , 27-4-1 34-0-0 35-D-q 1i0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0.0 it Scale=1:60.1 I I 4x4= 2x3 II 4x8= 4,00 12 3x4 = 4 22 5 6 23 7 2x3 2x3 i 3 8 r' //IEM 1 2 9 10 15 14 13 12 11 o 3x5= 3x8 3x6= 6x8= 34 = 3x4= 3x5 = i 10.0-0 20--0 -0-0 34-0-0 10-0-0 10-4-0 3$-0 10-0-0 Plate Offsets(X Y)-- 12.0-2-8 Edgel f7.0-5-4 0-2-01 19:0-2-2 Edttel LOAIDING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defi Ud PLATES GRIP TC LI L 20.0 Plate Grip DOL 1,25 TC 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-16 >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 FBC20141TP12007 (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 cc pur(ins. 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=38210-8-0,13=1554/0-8-0 Max Hom 2=-109(LC 8) Max Upiift2=-441(LC 10),9=-262(LC 10),13=-904(LC 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. TO CHORD 2-3=4196/754,3-4=-874/537,4-22=-797/532,5-22=-797/532,5-6=-404/747, 6-23=-404/747,7-23=-404/747,7-8=-881269,8-9=-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.Opsf;h=14ft;B=5211;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)i This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Vertfy 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 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 Welk' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �V� 1 K fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 l� Job Truss Truss Type ,Qty Ply 62'Grand Carlton III with porch 711697382 M11323 I GRA HIP 1 1 Job Refere ce o tional • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 1 ID_etC1 cxC3ixW?hu ls?ypdyuFUK-_ZHljxJhQxeUw7vcuyO3i8hBKMWj'DeuyLakeU2ylwRy i1 0 q 8-0-0 11-1_'1 17-0-0 ,18.6.0, 22-2-2 i 26-0-0 1 34-D-0 35-0-Q 1 0 0 B-0-0 3-1-1 5-10-15 1.6-0 3-8-2 3-9-14 8-0-0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4,4= ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 11 14 � 9 7x10% 6 17 6x1D ' 4.00 12 4 3x6 19 N I 3 13 1 5x 21 nI' 10 ro I " N 2 22 23 w ev �1 29 28 27 26 25 24 3x6 ll 3x6= 6x8= 3x6= 6x6 = 44 = 3x5= 6x6= I 8-0-0 11-1-1 18-6-0 26-0-0 34-0-0 8-0-0 r 3-1-1 T 7.4-15 7-6-0 8-OA Plate Offsets(X.Y)-- 13:0-3-8.Edgel,f21:0-3-8,Edgel,1`24:0-3-8.0-3-01,f27:0-3-8,0-3-01 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCL,L 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0,10 2435 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL• 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:194lb FT=0% it LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOTI CHORD 2x4 SP M 30 1 Row at midpt 1 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 Ho¢2=179(LC 7) Max Uplift All uplift 100 lb or less at joints)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC 8),22=-646(LC 8) i Max Grav All reactions 250 lb or less atjoint(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 BOI CHORD 2-29=195/591,28-29=143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630, 24-25=393/630,22-24=-1014/2010 WEBS 3-29=457/1105,3-27=-1643/836,5-27=-769/636,5-26=-537/346,13-26=-934/608, 18-26=-2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=342/310, 14-15=-549/402 NU ES- 1);Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf,h=14ft;B=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)0rovide adequate drainage to prevent water ponding. 4)lAll 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)I This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 33-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 376(b uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)",Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss, 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on page 2 ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M7EK REFERENCE PAGE 11111.7473 rev.10/07/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 I I rob— Truss Truss Type Qty Ply =111with porch - T11697382 i323 GRA HIP 1 1 (o tional ' Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 2 ID:_etC1 cxC3ixW?hu Is?ypJyuFUK-_ZHljxJhQxeUw7vcuy03i8hBKMWj DeuyLakeU2ytwRy LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 11 Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(F=-27),24-33=-20,3-11=-1 26(F=-72),11-21=-1 26(F=-72) Concentrated Loads(lb) Vert:29=-641(F)24=-641(F) I r I I I II I 'I I ,J I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/I-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 pal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11 A�T®1�" is always required for stability and to prevent collapse with possible personal injury and properly !VIy damage.For general guidance regarding the 1 Bl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. j Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I rJolb7 Truss Truss Type `Qty Ply 62 Grand Carlton III with porch T11697383 �� � 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 09:15:46 2017 Page 1 ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-SIr7xH KJAFmLXHToSfYI FM DOkmpl y5g5ZET80VytwRx 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 5-0- 10- B-0-0 - B-0-0 1-0-0 1 0 0 8-0-0 5-B-0 34-0 3-4-0 5-8-0 Scale=1:60.1 = 5x8 MT18HS= 4x10 5x6 MT1 BHS= 4.00 12 2x3 II 4x6= 2x3 II i 3 23 4 5 6 7 24 8 I 9 N 10 m 1 2 (o O 61 16 15 14 13 12 11 3x6 II 4x6= 6x10 = 6x10 4x6 = 3x6 II 4x5 = 4x5= 8-0-0 13-8-0 0 -0 2 34-" 8-0-0 5-8.0 6-B-0 5-8-0 8-0-0 Plate Offsets X Y— 2:0-2-2 Ede 3:0-5-4 0-2-8 5:0-3-0 Ede 8:0-5-4 0-2-8 90-2-2 Ecl e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lox) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 2441190 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 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight.153 lb FT=0% Ili 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 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.-All forces 250(lb)or less except when shown. TO i CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-1265/2545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=-246/658,9-11=225/595 WEBS 3-16=-402/1155,3-14=4431/700,4-14=-847/699,7-13=886/720,8-13=-3505/1836, 8-11=-403/1157,6-14=-1431/2780,6-13=-3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.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)A11 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),l 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 369lb uplift at joint 9. 8)`jSemi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 9) nger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at t-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:13=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 Continued on Dacia 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 rev.101031201E BEFORE USE. Design valid for use only with MiTek(rl connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing M ITW 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 ANSUTPII 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 Lob Truss Truss Type QtyPly 62'Grand Carlton III with porchT11697393 323 GRB HIP 1 1 Job Reference o tional 016 MiTek Industries,Inc.Thu Jul 27 09:15:46 2017 Page 2 Chambers Truss, Fort Pierce,FL 7.1i40 s Apr 19 2 ID:SrRaEyyrg04M78G4raW BLWyuFUJ-Slr7xH KJAFmLXHToSfYIFM DOkmp1y5g5ZETBOVytwRx i LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) I i i i I I i I ' J i j it iti ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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 �'�'e�" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems;see ANSIITPII Quality Criteria,DSBA9 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tamps,FL 36610 i Job �I Truss Truss Type I Qty Ply 62•Grand Carlton III with porch T116973114 M11323 J2 MONO TRUSS 8 f 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 1 ID:xl?zSIzTbJCDIIrGPH1 QukyuFUI-Slr7xHKJAFmLXHToS1YIFMDYOmx3yK95ZETBOVytwRx -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 I I � 2 0 i 4 1 3x4= 2-0-0 2-0.0 I� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 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 We n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:8lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOI 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 Uplift3=-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) 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;TCOL=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 2).This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5),Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6),'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MM7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekG 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.Brac IV!ing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing A A�4®1�' l is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 1 Bi fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety(.formation available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss Truss Type city Ply 62'Grand Callon III with porch T11697385 M11323 i J4 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 09:15:47 2017 Page 1 ID:PDYLfd 5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYUC9Q2?ON3XnZmiTAFQhnPFouDlZxytwRw -1-0-0 4-6-0 1 0-0 4-0-0 Scale=1:11.2 3 4.00 12 i 2 1 4 3x4= -0-0 4-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft 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 FBC2014lrP12007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOPICHORD 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. I R TIONS. (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. Nu ES- 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; E,cp 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 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I i wARN1NG-verify 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 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 Welk' I is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 I Truss Truss Type ` Qly Ply 62'Grand Carlton III with porch T71697386 M11323 J6 MONO TRUSS 6 1 Job Reference option al Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:47 2017 Page 1 ID:tP6jtzj7xSx_c fXi4uz9yuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABWhnPFouDIZxytwRw 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 I N I 2 1 ccciii 4 I 3x4= i I i 6-0-0 6.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 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 n/a BCQL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20 lb FT=0% II LUII BER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOII CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. RE i CTIONS. (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) FO,i CES. Qb)-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;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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'j This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss Connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6) ISemi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i i I !A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSBA9 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 62'Grand Carlton Ill with porch T11697387 M11323 I JB MONO TRUSS 20 1 � Job Refere ce o tional 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_fXi4uz9yuFUG-P8yuMzLZisO3nadBa4amKnJrKZRCQEt01YyI5NytwRv r -1-0-0 8-0-0 - - - — — - r— j 1-0-D 8-0-0 Scale=1:17.7 3 4.00 12 N fV 2 1 I 4 I� 3x4= I 8-0-0 B-0-0 Plate Offsets(X.Y)-- f2:0-1-2.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrc(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 lb FT=0% 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. (Ib/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz 2=180(LC 10) Max Uplift3=-160(LC 10),2=-265(LC 10) Max Grav 3=164(LC 1),2=411(LG 1).4=118(LC 3) FORCES. (Ib)-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;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)'kefer to girder(s)for truss to truss connections. 5),Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 Ib uplift at Joint 3 and 265 lb uplift at joint 2. 6) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I 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 MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MaTek� 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 ANSVTPII 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 I JTruss Truss Type Qty Ply L'Grand Carlton III with porch T11697388 M11323� KJ8 MONO TRUSS 4 I b Refere ce a tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 27 09:15:48 2017 Page 1 ID:Lcg54J7LuEancmZr4Qb7W MyuFUF-P8yuMzLZis03nadBa4amKnJsZZZLQ8wOl Yyl5NytwRv it 1-5-0 7-3-4 11-3-0 1-5-0 73-4 3-11-12 JScale=1:20.8 4 + 2.83 12 3x4 3 f I 2 7 6 3x4= 2x3 I I 5 3x4= r 3-4 113-0 7-3A 3 11-12 it LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 • Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44 lb FT=0% LUMBER- BRAClNG- 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=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 Grav 4=250(LC 13).2=482(LC 1),6=574(LC 13) I FORCES. (Ib)-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=4177f727 NOTES- 1)'UVind: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; txp 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)'I This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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(pig Vert:1-2=-54 Trapezoidal Loads(pig iVert: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) I 1 _ ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 p A�Te1�" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the I K fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII QualityCriteria,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 A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 u(Drawings not to scale) Damage or Personal In offsets are indicated. 9 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 orX-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For �'y1fi 4 wide truss spacing,individual lateral braces themselves O WEBSa may require bracing,or alternative Tor I T O U ��, ��� O p bracing should be considered. 3. Never exceed the design loading shown and never 0 �a� V stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.6 c6a cs� 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 NUMBEREDILETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. r.- 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 spacing indicated on design. output. Use T or I bracing Lumber design values are in accordance with ANSI/TPI 1 if indicated. g 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: 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 is not sufficient. DSB-89: Design Standard for Bracing. ■ e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with --- - - --- - - —Guide to-Good Practice-for Handling,---___— - - _ - ANSI/TPI 1 Quality criteria. Installing&Bracing of Metal Plate -— - - - - - -- -- —_ ---- Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015