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HomeMy WebLinkAboutProject Information (2) r 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" Ct RE: M11323- 62' Grand Carlton III with porch M!Tek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info:WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Model: �Tg1pG3FL 33610-4115 Lot/Block: Subdivision: 'VI �3 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 i 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. �No. I Seal# Truss Name I Date 1 T11697376 JA 7/27/17 12 I T11697377 I A5 17/27/17 I I3 I T11697378 I A6 17/27/17 I I4 I T11697379 I A7 17/27/17 I I5 I T11697380 I A8 17/27/17 I I6 I T11697381 I A9 17/27/17 17 'IT11697382 I GRA 17/27/17 I 18 IT116973831GRB I7/27117 I + 19 I T11697384 I J2 17/27/17 110 I T11697385 I J4 17/27/17 111 I T11697386 1,16 17/27/17 I 112 I T11697387 I J8 17/27/17 I 113 I T11697388 I KJ8 17/27/17 I i The truss drawing(s)referenced above have been prepared by e%t%% s It MiTek USA,Inc.under my direct supervision based on the parameters provided by Chambers Truss. G • F �; Truss Design Engineer's Name: Albani, Thomas e o 380 My license renewal date for the state of Florida is February 28,2019. a IMPORTANT NOTE:The seal on these truss component designs is a certification O��• STA E OF ::��o e that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters a� ,� � O 4 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ® Q 1 y given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of IVH►- a these designs. MiTek has not independently verified the applicability of the design It�1 9e1 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 INITek 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 Job Truss Truss Type JQty Ply �62'Grand Carlton(if with porch j T11697376 M11323 A COMMON �' 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul27 09:15A1 2017 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-6o1 EuZGAMi82RVbrf6y7YIWe3167Hxl MQymQMHytwSO -7_-13 12-4-13 17-0-0 21-7-3 27-4-3 34-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 I 1-0-0 Scale=1:59.2 I 4.00 12 4x4= 6 25 J 2x3 11 24 2x3 11 + 3x6 5 7 3x6 i 3x4% 4 8 3x4 J 3 9 i 1 2 10EI 11 dN ra Ic, 17 16 15 26 27 14 13 12 4x5— 2x3 II 4x6 3x8= 3x8= 4x6' 2x3 I I 4x5= 6-7-13 12-4-13 2-7-3 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Hall 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 FBC2014lrP12007 (Matrix-M) Weight:163 lb - - =0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. 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=1362M-8-0,10=1362/0-8-0 Max Hoyt 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=-260811 74 7, 6-25=-2608/1747,7-25=2668/1752,7-8=-2616/1640,8-9=-2663/1632,9-10=-3188/1919 BOT CHORD 2-17=169312972,16-17=169312972,15-16=-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,Gat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-Cfor 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 lost bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 832 lb uplift at joint 10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 30 Ib up at 15-0-0, and 501b down and 301b 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(Ib) Vert:24=-50(F)25=-50(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 mv.10/03/2015 BEFORE USE. r Design valid for use only with MiTak®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 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► :T j is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Mi e1C fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI7 Quality Criteria,OSB-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 ' 1 1 I Job Truss Truss Type Qty Ply 62'Grand Carilon III with porch ' T11697377 M11323 A5 SPECIAL r 9 1 I. Job Reference o tional Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A1 2017 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-6o1 EuZGAMi82RVbrf6y7Yl WXdll6HyJMQymQMHytwSO 1-0- 7-8-5 10-6-4 17-0-0 20-4-8 264-0 34-0.0 $5-0-U 1-0 0 7-8-5 2-9-,5 6-5-12 3 4-8 5-11 8 7-8-0 Scale=1:61.2 I I 5x8 4.00 12 II 6 2x3 I I 2x3 I I 7 4x6- 3x6 2x3 4 5 g 3x4 9 � 3 14 10 11 ur ur 2 1 5x12 MT18HS= Ir 13 12 I o 5x12= 2x3 II 3x6 3x10= 2.00 12 1 20.4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7.84 Plate Offsets X Y-- 2:0-2-2 0-0-7 4:0-3-0 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) ,,0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% i 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 4-2-10 cc bracing. WEBS 2x4 SP No.3"Except` WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. Qb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz 2=179(LC 9) Max Upl'Ift2=-795(LC 10),10=-812(LC 10) FORCES. Qb)-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=-5093(3071,6-7=-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=-1553/2765,10-12=-1553/2765 WEBS 3-14=-342/317,5-14=-297/321,6-14=-186713265,6-13=-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=4.2psf:BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Etp 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 3-0-0 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 ANSVTPI 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 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p p building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Syl[Tek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSO-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 Job TlUss FTn,5s,,IType Qty Ply11J'. 2'Grand Carlton III with porchM11323 A6 L 1 T11697378 b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul27 09:15:42 2017 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGD7OGv3fA1DpTM4W3jD9Mu0KDVec\_ujytwS7 6-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 35 0 0, 1-0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 1-0-0 Scale:3/16"=V I I 4.00 12 6x8— 5x6= 5 6 2x3 5x6 WB% 3x4 5x6 N 34 7 8 i N n1 2 14 9 , 1 5x12 MT18HS= 13 10 1 Ir 3x4 12 6 11 3x10 2.00 12 = 5x6— 2x3 !{ 3x6 0-6-A 2 25-11-15 34-0-0 10-6-4 45-12 -0-0 -0-8 5-7-7 B-0-1 I Plate Offsets(X.Y)— 12:0-2-2.0-0-71 f3:0-3-0 Edge] f5.04-0 0-2-31 f7.0-2-7 Edge) 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 0.76 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 2441196 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: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 puriins. 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. (Ib/size) 2=1298/0-8-0,9=1326/0-8-0 Max Harz 2=169(LC 9) Max Uplift2=-796(LC 10),9=-811(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-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=42psf,BCDL=3.Opsf;h=14ft;6=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)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 ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MD-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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing p I1;Te1.^ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regartring the YY/ 1 7C fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 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,Parke East i i Job Truss Truss Type JQty Ply 62'Grand Carlton III w th porch T11697379 M11323 A7 SPECIAL I 1 1 I Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2015 MiTek Industries,Inc. Thu Jul 27 09:15A3 2017 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbtrYjWlkl ftGFXQAytwS_ r1-0-q 8-10-10 14-0-11 , 20-0-0 25-11-15 34-0-0 35-0-Q 1-0-0 8-10-10 5-1 6 6-0-0 5-11-15 8-0-1 j Scale=1:62.3 6x10 MT18HS= I 5x6= 4.00 12 4 5 2x3 3x4 3 6 2 11 In N1 7 5x12MT1BHS= h!, O 70 9 I d 5x12= 2x3 I I 4x5= 3x10= 2.00 12 r 10.6A 14-0-0 20-4-8 25-11-15 34 0 0 , 10.6.4 35-12 6.4-8 5.7-7 8.0-1 Plate Offsets(X.Y)— f2:0-2-2,0-0-71.f4:0-5-0.0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deg Ud PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 Harz 2=-149(LC 8) Max Uplift2=-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=-499313023,4-5=-2157/1487,5-6=2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-I 552/2801,9-1 0=-1 593/2746,7-9=-1593f2746 WEBS 3-11=-412/429,4-11=4413/2588,4-1 0=-810/448,5-1 0=-1 741455,6-10=-636/458 NOTES- i 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 S 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. 1 I I ..� WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use onlywith MiTeW 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 Nil building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing N9iT�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 ANSVTPI7 Quality Criteria,DS6419 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss SIr"ISISI Type Qty Ply 62'Grand Carlton III with porchT11697380 M11323 AB L '1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2DIB MiTek Industries,Inc.Thu Jul 27 09:15:43 201T Pagel ID:WSJgpGwal Ppeur6hk9UjG5yuFUL-2A9?IFHQuKOmgpIDnX_bdjbuZrblpgftGFXQAytwS_ 11 0 9 8-8-4 12-0-0 15-B 4 20 4-8 -O-D 24-8-12 34-0-0 35-0-Q; 1-0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 Scale=1:62.2 Sx6= 3x4 2x3 ll 4xB= = 4.00 12 2x3\ 4 20 5 6 21 7 2x3 3 B I M v 13 In rn1 2 9 10 1 5x12 MT18HS d o 12 11 5x12 = 4x6= 3x4 = 3x10= 2.00 12 + I i i 10-6-46 20-0-8 22-0-Q 34-0-0 10 4 9 10-0 1-7.8 12-" Plate Offsets fX.Y)-- f2:0-2-2.0-0-71,f7:0-5-8.0-2-41.f9:0-2-6.Edgel 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 WS 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight 154 to FT=iU% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc 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 Upliift2=-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=-2472/1702,7-8=-2492/1650,8-9=-280811824 BOT CHORD 2-13=-3045/5078,12-13=-1898/3180,11-12=-128912331,9-11=1 57312593 WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=-8941�02,7-12=-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;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 Sr 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 at joint(s)2 considers parallel to grain value using ANSI/rPI i angle to grain formula. Building designer should verify capacity i 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•Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev.10/e]R015 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (►1'�'Y®1.' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the i rti 1 R fabrication,storage,delivery,erection and brecing'of trusses and truss systems,see ANS6TPI7 Quality Criteria,DS13•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 III with porch T11697381 M11323 A9 HIP � 1 1 Job Reference o lional Chambers Truss, Fort Pierce,FL 7.540 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:44 2017 Pagel ID:_etC1 cxC3ixVV?huls?ypJyuFUK-W NjN Wb 13fdWdlzKQLEVgAx8 Bwy9gUDQo6w_4ycytwRz i1-0-0 6 7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34 0 0 5-0- 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3 4-1 6-7-15 Scale=1:60.1 I 4x4= 2x3 II 4x8= 1 4.00 12 3x4 = 4 22 5 6 23 7 2x3 2x3 i 3 8 rb 1 2 9 10 d 0 15 14 13 12 11 3x8= 3x6= 6x8= 3x8 = 3x4= 3x5= 3x5= I i 10-0-0 2 -0 24-0-0 34-0-0 10-0-0 -8-0 I Plate Offsets(X.Y)— 12:0-2-8 Edael 17:0-5-4 0-2-01 19:0-2-2 Edgel 10-0-0 3 10-0-D LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP i 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 FBC2014frP12007 (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 oc pudins. 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 Harz 2=-109(LC 8) I 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1196/754,3-4=-874/537,4-22=-797/532,5-22=-797/532,5-6=-404/747, 6-23=-4041747,7-23=-4041747,7-8=-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.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 S 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 fall 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 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 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 NiiTek" 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,DSO-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,Parke 3 East ' I Job Truss Truss Type Qty Ply 162'Grand Carlton Ill with porch .T11697382 Mi 1323 GRA HIP � 1 1 Job Refere oe 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?huls?ypJyuFU K-_ZHljxJhQxeUw7vcuy03i8hBKM4VjDeuyLakeU2ylwRy �1-0-Q 17-0-D 18-0-0 22-2-2 26-0-0 34-0-0 �35-0-9 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. i 11 14 s 7x10 6 17 6x10 i 4.00 1P 4 3x6 19 I 3 = 13 1 5x 21 10 I ro 1 2 22 23 w -29 28 27 26 25 24 a 3x6 Il 3x6= 6x8= 3x6 = 6x8 = 4x4 = 3x5= _ 6x8 � t3-0-0 11-1-1 18-6-0 26-0-0 '�7.0-0 B-0-0 3-1-1 74-15 Plate Offsets(X.Y)— 13:0-3 B,Edgel,f21:0-3-8,Edgel,f24:0-3-8.0-3-01.f27:03-8 03-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 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 I BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 rda n/a BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight:194 lb FT='0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. Except BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Ho¢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) Max Grav All reactions 250 lb or Tess 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, 1 4-6=473/256,6-9=-134/313,9-11=-1141371,11-14=-200/419,14-17=-1021280, 19-21=-151/268 BOT CHORD 2-29=-195/591,28-29=-143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=-101412010 WEBS 3-29=-457/1105,3-27=16431836,5-27=-769/636,5-26=-537/346,13-26=-934/608, 18-26=-2360/1437,18-24=-782(1690,21-24=38/353,4-5=318/520,19-20=-342/310, 14-15=-549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIh165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf h=14ft;8=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967lb 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 A WARNING,Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ��pp 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 q building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek"is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins Mule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 1 Job Truss Truss Type Qty Ply 162'Grand Carlton III with porch T11697382 M11323 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:45 2017 Page 2 ID:_etClcxC3ixW?huls?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03i8hBKMWjDe))`LakeU2ytwRy LOAD CASE(S) Standard I 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=-47(F=-27),24-33=-20,3-11=-1 26(F=-72),11-21=-126(F=-72) Concentrated Loads(lb) Vert:29=-641(F)24=-641(F) I I i I I I i I I I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 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 A '�®1." I always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M 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 Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 22314. Tampa,FL 36610 I� i I i Job Truss Truss Type �Qty Ply 162'Grand Carlton[if with porch T11697383 M11323 GRB HIP 1 1 Jab Re erence o 8onal I Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc.Thu Jul 27 09:15A6 201�7 Page 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-SIr7xHKJAFmLXHToStYIFMDOkmpl y5g5ZETBOVytwRx T1-0-a B-0-0 13.8-0 17-0-0 I 20-4__ -0 26-0-D 34-0-0 35-0-Q 1-0-0 B-0-0 6-8-0 3-4-0 3 4-0 5-B-0 8-0-0 1-0 I Scale=1:60.1 I i 5x8 MT78HS= 4x10= 4.00 FIT 2x3 I I 4x6= 2x3 I I 5x8 MTtBHS= 3 23 4 5 6 7 24 8 jt2 1 2 g 10 N d 0 16 15 14 13 12 11 4x5= 3x6 II 4x6_ 6x10= 6x10— 4x6 = 3x6 11 45 — r. 8-" i 13-8-0 T 20-4-0 26-0-0 800 580 34-0-0 6-B-0 S-iS-O 8-0-0 Plate Offsets(X.Y)— 2:0-2-2.Edge1 f3:0-5-4 0-2-81 f5:0-3-0 Edgel f8.0-5-4 0-2-8) f9:0-2-2 Edoel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight:153lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5.8-1 cc 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=51010.8-0 Max Horz 2=-90(LC 6) Max Upliift2=-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 Qb)or less except when shown. TOP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-126512545,8-24=-1265/2545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-167613398,14-15=167613398,12-13=-246/658, 11-12=-246/658,9-11=225/595 WEBS 3-16=402/1155,3-14=-1431/700,4-14=-847/699,7-13=-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=521t;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will IJ 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($)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 a e 2 ... WARNING•Verlty 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 . i 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 A A��e l." is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M Vlf R 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 „ I I - � Job Truss 71PUSS Type Qty Ply 62'Grand Carlton III with porchT11697383 M11323 GRB 1 1 Job Reference(optional) � Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2015 M7ek Industries,Inc.Thu Jul 27 09:15:46 2017;Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-SIr7xHKJAFmLXHToSfYIFM DOkmpl y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads(lb) Vert:16=-641(F)11=-641(F) I I I I I I I I I I 1 WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only wilh 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing �''rek" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI rPl1 Quality Criteria,DS13-89 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 JPly 62'Gmnd Carlton fit with parch T11697384 M11323 J2 MONO TRUSS t 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 192016 MiTek Industries,Inc.Thu Jul 27 09:15:482017,Page i ID:xl?zSlzTbJCDI IrGPH1 QukyuFUI-Slr7xHKJAFmLXHToStYIFMDYOmx3yK95ZETBOVytwRx -1-0-0 2-0-0 1-0-0 2-0-0 I Scale=1:7.9 3 4.00 FT2 I N 0 2 i , 1 i I 4 3x4= I 2-" 2-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(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 Iner YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:8lb FT='O% 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=14310-8-0,4=2 1/Mechanical Max Horz 2=67(LC 10) Max Upll t3=-30(LC 10),2=-131(LC 10),4=-0(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;TCDL=4.2pst BCDL=3.OpsF,h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; 6tp 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 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i I I i WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MN'EK REFERENCE PAGE M11-7473 rev.10/07/2015 BEFORE USE I, Design valid for use onlywith MiTek©connectors.This design is based only upon parameters shown,and is for an individual building component,not J a Iruss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall vial' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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 ANSVTPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvi. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 ! 1 I Job Truss Truss Type JQty Ply J62'Grand Carlton III with porch T11697385 M11323 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 09:15A7 2017 Page 1 ID:PDYLfd5MdK4MSQTz7ZfRxyuFUH-xyOV8dKxxYuC9Q270N3XnZmiTAFQhnPFouDlZxytwRw -1-0-0 4ATO j 1-0.0 4-M I Scale=1:11.2 3 4.0o 512 i I � I 2 1 I �1 4 i 3x4= "-o 4-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ltd 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 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 oc pudips. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical I 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.Opsfi h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; I 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 75 lb uplift at joint 3,171 lb uplift at joint 2 j 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 I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. a' �- 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 M+TQA." is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ! 1 fC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see pNSUTPII 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 E'Grand Carlton III with porch T11697366 M11323 J6 MONO TRUSS 8 1 b Reference a Banal Chambers rce Truss, Fort Pie ,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15A7 2017 Page 1 I D:tP6jiz_j7xSx_c_fXi4uz9yuFUG-xyOV8d KxxYuC9Q2?ON3XnZmdMAB W hnPFouDlzxytwRw -1-0-0 6-M 1-0-0 6-0-0 Scale=1:14.8 3 4.00 12 i N 2 1 4 I 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 FBC2014rrP12007 (Matrix-M) Weight:201b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=32110-8-0,4=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.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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-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 pp� building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®kw 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 ANSUTPI7 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 Job Truss Truss Type Qty Ply 62'Grand Carlton III vrilh porch I 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 Jul27 09:15:48 2017 Page 1 -1-0-D ID:tP6jtr-j7xSx c_fA4uz9yuFUG-P8yuMzLZis03nadBa4amKnJrKZRCQEf01Yyl5NytwRv 8-0-0 1-D-0 B-0-0 Scale=1:17.7 3 I 4.00 12 i 1 2 4 3x4= a I B-0-0 Plate Offsets(X.Y)-- f2:0-1-2.Edpel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 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 FBC2014rTP12007 (Matrix-M) Weight:261b FT=iO% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc pudins. 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 Upli t3=-160(LC 10),2=-265(LC 10) Max Grav 3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (lb)-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;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 girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 114II.7479 rev.10/03/2015 BEFORE USE, r`p 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 andfor chord members only.Additional temporary and permanent bracing p A� e1�^ Is always required for stabil Vfity and to prevent collapse with possible personal injury and property damage.For general guidance regarding the li ( 6C fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parka 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 62'Grand Carlton III with porch T11697388 M11323 KJS MONO TRUSS 4 1 Job Reference o lional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:48 2017 Page 1 ID:Lcg54J?LuEancmZr4Qb7WMyuFUF-P8yuMzLZis03nadBa4amKnJsZZZLQ8wO1 Yyl5NytwRv 1-5-0 7-3-4 11-3-0 1 5 0 7-3-4 3-11-12 Scale=1:20.8 4 2.83 12 3x4 3 I I 2 6 7 2x3 II 5 3x4= 3x4= 7-3-4 11-3-0 7-3-0 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/det 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/TPI2007 (Matrix-M) Weight:44 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz 2=244(LC 8) Max Upl'Ift4=-207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13).2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=10901498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=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 3-0-0 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(pif) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=10)-to-5=-56(F=-18,B=-18) I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312016 BEFORE USE. Design valid for use only with MiTeke 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 mus[verify the applicability of design parameters and properly incorporate this design into the overall �AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�eg ek 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 ANStfTPi1 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 late on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property '� Iq _____ _ _plate 1_ Y _ _ _ __ _ (Drawings not-to scale)- - -- Damage-or Personal-Injury- Dimensions - - offsets are indicated. 9 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 4 wide truss spacing,individual lateral braces themselves 0 WE y may require bracing,or altemative Tor I T p bracing should be considered. 3. Never exceed the design loading shown and never d �°� 3 U stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.8 c6- �� H 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. P 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 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. _ The first dimension is the plate 10.Camber is a non-structural consideration and is the 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 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANS I/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 Nil is not sufficient. BCSI: : Design Standard for Bracing. MiTek � 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:MII-7473 rev.10/03/2015 6