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HomeMy WebLinkAboutTruss info i Lumber design values.are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: M11323-62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: M?Tg23FL 336104115 i 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 i 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, 1 hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. lNo. Seal# JTruss Name I Date 1 IT11697376 I A 7127/17 12 I T11697377 I A5 17/27/17 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 16 I T11697381 I A9 17/27/17 I 17 I T11697382 I GRA 17/27/17 18 I T11697383 I GRB 17/27/17 I 19 I T11697384 I J2 17/27/17 I 11010 I T11697385 I J4 17/27/17 Ill I T11697386 I J6 17/27/17 112 I T11697387 1,18 17/27/17 I13 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 `�, •(e o�, provided by Chambers Truss. moo;,`��• G S'• '��;'s® Truss Design Engineer's Name: Albani, Thomas _ 39380 My license renewal date for the state of Florida is February 28,2019. * m s IMPORTANT NOTE'The seal on these truss component designs is a certification IP�; S TE OF ;I�U d 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 i�,(�'••�` P,:�4,0�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �°,� '• O R 1'D �\,o�v given to MiTek. Any project specific information included is for MiTek's customers ,i ss� • ""• �� % file reference purpose only,and was not taken into account in the preparation of li� N�9 �% these designs. MiTek has not independently verified the applicability of the design , parameters or the designs for any particular building. Before use,the building designer4aTtt A Alban)PE Mo.3938D should verify applicability of design parameters and property incorporate these designs f(!C Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 690 P5 a East Md.Tampa Fl.33610 I Date: July 27,2017 Albani,Thomas 1 of 1 Job Truss Truss Type 10ty Ply �62'Grand Carlton III with porch 1 111697376 Ml1323 A COMMON 9 1 Job Reference o tional � :. Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul27 09:15AI 2017 Pagel ID:a3 B4PavKnnZweXyJckSFBgyuFUN-6ol EuZGAMi82RVbrf6y7Yl We3167Hx1 MQymQMHytwSO 1-0-0 6-7-1 3 12.4-13 17-0-0 21-7-3 27-4-3 34-0-0 5-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-94) 6-7-13 1-0-0 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 11 24 2x3 I I 3x6 5 7 3x6� 3x4% 4 8 3x4 3 9 I 1 2 10 11 n a I 17 16 15 26 27 14 13 i2 c 4x5= I I 4x6 3x8= 3x8= 4x6= 2x3 i 14x5= r 6-7-13 12-4-13 21-7-3 27-4-3 34-" 6-7-13 r 5-9-0 9-2-7 5-9-0 fi-713 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20-0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.29 15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 472 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/TP12007 (Matrix-M) Weight:163 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. WEBS 2x4 SP No.3 1 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz 2=179(LC 9) i Max Uplift2=-832(LC 10),10=-832(LC 10) FORCES. (lb)-Max.Comp./Max.Ten--All farces 250(lb)or less except when shown. TOP CHORD 2-3-3188/1919,3-4=-2663/1632,4-5=-2616/1640,5-24=2668/1752,6-24=-2608/1747, 6-25=2608/1747,7-25=2668/1752,7-8=2616/1640,8-9=-2663/1632,9-10=-3188/1919 i 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 1 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opst h=14ft,B=52ft;L=34ft,eave=6ft;Cat.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; i Lumber DOL=1.60 plate grip DOL=1-60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I0.0psf. 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 Ib down and 30 Ib up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B)- LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) i WARNING•Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev.10/0.3/2015 BEFORE USE. f � Design valid for use only with MiTek©connectors.;Th)s 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 /laT�l�" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlTPIi Quality Criteria,DSB-89 and SCSI 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 i i Job Truss Truss Type rtY Ply M11323 AS SPECfAL 162'Grand Canton III with porch T11697377 1 Job Reference o do al Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Ju127 09:15A1 2017 Pagel ID:2GIScwwyY5hnGhXVARzUkuyuFU M-6ol EuZGAMi82RVbrf6y7YIWXdll6HyJMQymQMHytwSO 1-0� 7-8-5 10-6-4 17-0-0 20-4 8 , 26-4-0 34-0 0 35-0 a 1-0.0 7-8-5 2-9-15 6-5-12 3-0-8 5-11-8 7-8-0 1-0.0 I Scale=1:61.2 i 4.00 12 5x8 I I 6 24 II 2x3 II 4x6- T 3x6 ZZ: i 2x3 ZZ 4 5 8 3x4 3 9 2 14 w1 10 11 N IA 5x12 MT18HS= 1 6 0 13 12 502= 2x3 II 3x6 i 3x10= 2.00 12 f I 10.8-4 204-8 264-0 34-0.0 10-64 9-10-4 5-11-8 7-8-0 Plate Offsets(X.Y)— f2:0-2-2,0-0-71,f4:0-M.Edgel 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 0.82 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 2441196 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:154lb FT=to% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriinS. 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 Horz 2=179(LC 9) Max Uplift2=-795(LC 10),10=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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 f WEBS 3-14=-342/317,5-14=-297/321,6-14=4867/3265,6-13=-261/514,7-13=-259/252, 9-13=-634/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10:Vutt=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)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. ! 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. i i I I WARNING.Verffy daslgn parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.10/03/2015 BEFORE USE, f i 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 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 !Y� ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB•89 and BCSI Building Component 6904 Parke Fast Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type _ 1QtY P(y 62'Grand Carlton III with porch ! M11323 A6 SPECIAL T11697378 1 1 Job Reference(optional) a Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek industries,Inc.Thu Jul 27 09:15:42 201-Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-a_bc5vGo70Gv3fA1 DpTM4W3jD9Mu0KDVecV_ujytwS? i-0-0 B-11-11 16-0-0 18-0-0 2OA-8 25-11-15 34.0-0 5-0- 1 0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 1-041 Scale:3/16"=1' i 4.00 12 6x8= 5x6= 5 6 2x3 5x6 WB% 3x4 5x6 t2 34 7 8 14 to 1,n1 2 14 9 10 Ir; 5x12 MT18HS= 13 17, 3x4 S 12 11 6 3x10 = 2.00 12 5x6= 20 }} 3x6= 0-6-0 5-0-0 20.4-8 25-1 -16 3 -0-0 10-6-4 45-12 1.0 4.4-8 5-7-7 Plate Offsets(X.Y)— f2:0-2-2.0-0-71 f3:0-3-0 Edge),15:0-4-0 0-2-31 f7.0-2-7 Edge) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.68 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL D.O Rep Stress Incr YES WB 0.83 Horz(fL) 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 REACTIONS. (lb/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. 0b)-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=-165412900,5-13=-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;1-=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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. i 7)Bearing at joint(s)2 considers parallel to grain value using ANS1/TPl 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 MITEK REFERENCE PAGE A91-7473 rev.1010312015 BEFORE USE. Design valid for use only with M1Teko 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+T®Sol' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the FYI A R tebriration,storege,delivery,erection and bracing of trusses and truss systems,see ANSVrPit Quality Criteria,DSB-69 and BCSI Building Component 6904 Padre Fos[Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tempe,rk East • Job Truss Truss Type JQty Ply 162'Grand Carlton flf with porch T11697379 M11323 A7 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek industries,Inc,Thu Jul 27 09:15:43 2017 Page 1 1 D:WSJgpGwal Ppeur6hk9 UJ G5yuFUL-2A9?I FHQuKOmg pl DnX—bdjbtrYj W Ikl f(GFXQAytwS_ 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0.0 5-0 1-0-0 8-10-10 5-1 6 6-0.0 5-11-15 8-0-1 1-0-0 I Scale=1:62.3 6x10 MT18HS= 5x6= 4.00 12 4 5 I 2x3 3x4 C 3 6 i v ro12 11 78 � Ir 5x12 MT18HS flj JI 0 10 d 9 3x10= 5x12= 2x3 II 4x5= 2.00 12 i I i_ 10.6-4 , 14-0-0 20-A 25-11-15 34 0.0 10-6A 3-5-12 6-0 8 5-7-7 B-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 (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 • Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a ' BCDL 10.0 Code FBC2014TFP12007 (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 puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 2=1297/0-",7=1327/0-8-0 Max Horz 2=-149(LC 8) Max Uplift2=-795(LC 10),7=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5357/3260,3-4=-4993/3023,4-5=-2157/1487,5-6=-2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-1552/2801,9-10=-159312746,7-9=-1593/2746 WEBS 3-11=-412/429,4-11=-1413/2588,4-10=-810/448,5-10=-174/455,6-10=-636/458 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.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 joints)2 considers parallel to grain value using ANSIFfPI 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. I i � I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE M/I.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not i a truss system.Before use,the building designer must vedfy 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 11 A�T�1IC.' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M VI ! fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSO-89 and BCSI Building Component 6904 Padre East Bivtl. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 it i Job Truss Truss Type JQty Ply 162'Grand Carlton III with porch i T11697380 M11323 A8 SPECIAL 1 1 Job Reference 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-2A9?IFHQuKOmgpIDnX_bdjbuZYjblpgHGFXQAytwS_ i1-0-Q 8-8 4 12-0-0 15-8-0 20-4-8 22-0-0 , 24-B-12 34-M 95-0•Q' 1-0 0 8-8-4 3-3-12 3-B-4 4-8.4 1-7-8 2-8-12 9-34 r Scale=1:62.2 1 Sx6= 3x4= 2x3 II 4x6= 4.00 12 2x3\ 4 20 5 6 21 7 2x3 3 B , v 13 i^ u>1 2 9 p0 1 d5x12 MT18HS= )� 12 11 3x10= 5x12 = 3x4 = 4x6= 2.00 12 I I r 10-6.4 20-4-8 22-0-0 34-0-0 10-64 0-10-4 1�-7-8 12-0-0 1 I Plate Offsets(X.Y)-- f2:0-2-2.0-0-71.17:0-5-8.0-2-41.19:0-2-6.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defi Lid 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 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a Ma BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=129210-8-0,9=1332/0-8-0 Max Horz 2=129(LC 9) Max Upl'ift2=-794(LC 10),9=-813(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-2472/1 T02,7-8=-2492/1650,8-9=-2808/1824 BOT CHORD 2-13=3045/5078,1 2-1 3=-1 89 8131 80,11-12=-128912331,9-11=157312593 WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=-894/�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.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(l)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 20.0psf 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/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 Ib uplift at joint 9. i 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 MITEK REFERENCE PAGE MI1-7473 rev.10/03I2015 BEFORE USE. Design valid for use only with MiTekO connectorsi 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 ®k' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �y�iT fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I i JJob Truss Truss Type JQty I Ply 162'Grand Carlton 111 wdh porch T11697381 M11323 A9 HIP , 1 1 � Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:44 2017 Page 1 ID:_etClcxC3ixVV?huts?ypJyuFUK-WNjNWbl3fdWdlzKQLEVgAx8Bwy9gUDQo6w 4ycytwRz r1-0-0, 6-710-0-D 15-2-14 , 20-4-0 24-0-D 27-4-1 , 34-0-0 35 D 0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1 1-0-0 I Scale=1:60.1 i 4x4= 4.00 12 3x4= 2x3 11 UB= 4 22 5 6 23 7 2x3 O 2x3 fi 3 8 I � I � m 2 9 1 10 0 0 15 14 13 12 11 1 3xB= 6x8= 3x4= 3x5= US 3x6= 3x6 = I I i 10-0-0 04-0 24-0-0 34-0.0 10-0-0 104-0 3.8-0 40-0-0 Plate Offsets(X Y)— 12.0-2-8 Edgel 17:0-5-4 0-2-01 19:0-2-2 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 Holz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156 lb FT=,0% LUMBER- BRACING- I I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,1 3=1 55410-8-0 Max Harz 2=-109(LC 8) Max Uplift2=-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(lb)or less except when shown. TOP CHORD 2-3=4 1961754,3A=-874/537,4-22=-797/532,5-22=-797/532,5-6=-404/747, 6-23=-404/747,7-23=-404/747,7-8=-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=-1162/851,6-13=-260/267,7-11=.163/325, 8-11=-3871373,7-13=-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&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 Ill uplift at joint 2,262111 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 i I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev.10/0.7/2015 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MOW Il�T®1.• ' fabrication,storage,delivery.erect on and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins itute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type JQty Ply 62'Grand Carlton III with porch T11697362 M11323 GRA HIP � 1 1 J 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 1 ID:_etCl cxC3ixW?huts?ypJyuFUK-_ZHIjxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy j-O-R 8-0-0 11-1-0 17-0-0 118-6-0, 22-2-2 , 26-0-0 + 34-0-0 35--Q 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 I1-0-0 i Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 11 14 9 7x10% 6 17 6x10 4.00 1P 4 3x6 19 t2 3 13 1 5x 21 10 1 2 22 23 ro N 6 ' 29 28 27 26 25 24 3x6 II 3x6= 6x8= 3x6— 6xB = 4x4 = 3x5= 6x6= I , r 8-0-0 11-1-1 18.641 2B-0-0 34.0-0 8-0-0 3-1-1 7-4-15 Plate Offsets(X.Y)— f3:0-3 S.Edgel,f21:0-3-8.Edgel f24:0-3-8 0-3-01 f27:03-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:194 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-74 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-8-0. JOINTS 1 Brace at Jt(s):7,8,19,17,14 (lb)- Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(s)except 2=-376(LC 8).27=-1146(LC 8),26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joints)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=584/1206,8-10=-584/1206, 10-12=-584/1206,12-13=-584/1206,13-15=-584/1206,15-16=-584/1206, 16-18=-584/1206,18-20=-2121/1203,20-21=-2121/1203,21-22=-2176/1197, 4-6=-173/256,6-9=-134/313,9-11=-114/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29=-195/591,28-29=143/463,27-28=-143/463,26-27=-772/440,25-26=-393/630, 24-25=-393/630,22-24=-1014/2010 WEBS 3-29=-457/1105,3-27=-1643/836,5-27=-769/636,5-26=-537/346,13-26=-934/608, 18-26=2360/1437,18-24=-782/1690,21-24=38/353,4-5=-618/520,19-20=-342/310, 14-15=549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf BCDL=3.Opsf,h=14ft;8=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed fora 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 wtthstandfng 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift atjoint 26 and 646 lb uplift kjoint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlfn 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 Ito down and 461 lb up at 26-0-0,and 967(b 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 e 2 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 andior chord members only.Additional temporary and permanent bracing A/r�'r®1." is always required for stability and to prevent colapseiWith possible personal injury and property damage.For general guidance regarding the eve K fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP11 Quality Criteria,DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate lnstitute,218 N.Lee Street,Suits 312,Alexandria,VA 22314. Tampa,FL 36610 Eas i , JJob Truss Truss Type Qty 7JI 'Grand Carlton III with parch T11697382 M11323 GRA HIP 1ob Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Thu Jul 27 09:15A5 2017 Page 2 ID:_etClcxC3bcW?huts?ypJyuFUK=ZHljxJhQxeUw7vcuy03i8hBKMWjDeuyLakeU2ytwRy LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(F=-27),24-33=-20,3-11=-126(F=-72),11-21=-126(F=-72) Concentrated Loads(lb) Vert:29=-641(F)24=-641(F) i I I �I I Ii I I I �I ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 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 MiTek' is always required for stability and to prevent collapse vrith possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection end bracing of tjusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type 10ty Ply 62'Grand Carlton III with porch + M11323 GRS HIP 1 1 Job Reference(optional) T11697383 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:46 2017 Page 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-SIr7xHKJAFmL XHToSfYIFMDOkmp1y5g5ZETBOVytwRx T1-0-q 8-0.0 13-8-0 174D-0 20-0-0 26-D 0 34-0 D 35 0 0 1.0 0 8-0.0 5 8-0 3-4-0 3-4-0 5-8-0 8-0-0 01 0 Scale=1:60.1 j i 5x8 MT18HS= 4x10= 5x8 MT18HS= 4.00 12 2x3 II 4x6= 2x3 II 3 23 4 5 6 7 24 8 m I 1 2 1 9 10 N O O 16 15 14 13 12 11 4x5— 3x6 II 4x6= 6x10 = 6x10= 4x6= 3x6 ll 4x5= 8-0-0 13-8-0 20-4-0 2" 34-04 8-0.0 5-8-0 6.8-0 5-6.0 8-0-0 1 Plate Offsets(X.Y)— 12:0-2-2.Edge1 13:0-5-4 0-2-81 f5'0-3-0 Edgel 18.0-5-4 0-2-81 19.0-2-2 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP I TCLL 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 244/190 BCLL 0.0 ' Rep Stress Incr , NO WB 0.98 Horz(TL) 0.07 9 n/a n/a j BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153 lb FT=Ow LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structuraf wood sheathing directly applied or 3-7-9 oc purtins. 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. (fb/size) 2=129610-8-0,13=399310-8-0,9=51010-8-0 Max Horz 2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav 2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-Alf forces 250(lb)or less except when shown. TOP CHORD 2-3=-3514/1878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=4265/2545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=-246/658,9-1 1=2 2 5159 5 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)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0.0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applie i d 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) I Vert:13=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 Continued on Dage 2 �.� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I-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 MOW is always required for stability and to prevent collapse w V!ith possible personal injury and property damage. For general guidance regarding the i ® i� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins5tufe,:218 N.Lae Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type 1QtY Ply 62'Grand Carlton III with porch 1 r T11697383 M11323 GRB HIP 1 y Job Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:46 2017:Page 2 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-SIr7xHKJAFmLXHToSfYIFMDOkmp1 y5g5ZETBOVytwRx LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) i I I i I ` I• i I ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/07/201s 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 muslvarify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckllrig of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I J Job Truss Truss Type Qty Ply �62'Grand Carlton III with porchM11323 J2 MONO TRUSS g 1 I T11697364 Job Reference o ffonal J Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul 27 09:15:46 2017 i Paga 1 I D:xl?zS IzTbJCDI IrGPH 1 QukyuFU I-SIr7xHKJAFmLXHToSfYI FM DYOmx3yK95ZETBOVytwRx -1-0-0 2 0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 FIT m 0 2 1 I� 4 1 3x4= 2-0-0 2-0.0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 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 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlinJ BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0.4=2 1/Mechanical Max Horz 2=67(LC 10) Max Upl'Ift3=-30(LC 10),2=-131(LC 10),4=-3(LC 7) Max Grav 3=37(LC 15),2=143(LC 1),4=29(LC 3) 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=42psf;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 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i I ®WARNING•Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE 01-7473 rev.10/03/2015 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 must verify the applicability of design parameters and property incorporate this desig n into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent coliapse;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 Padre Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 38610 i Job Truss Truss Type �Qty Ply 62'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:PDYLfd 5MdK4MSQTz?ZfRxyuFUH-xyOV8dKxxYuC9Q2?ON3XnzmiTAFQhnPFouDlZxytwRw 4-0-0 1_p.p 4-0-0 Scale=1:11.2 3 i 4.00 12 I 2 1 i 4 i 3x4= I 0-0 4.0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:141b FT=O% i LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlinsl. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max 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) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.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 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 it I I i I � ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7477 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 Welk' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing EYYLT��- Is ahvays 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 misses and truss systems,see ANSVTPI1 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 t Job Truss Truss Type ]Qty Ply 62'Grand Carlton III with porch T11' a � 697386 M11323 J6 MONO TRUSS 6 1 Job Reference o tional 1 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTak Industries,Inc. Thu Jul 27 09:15A7 2017 Page 1 • ID:tP6jtzJ7xSx_c fXi4uz9yuFUG-xyOV8dKxxYuC9Q2?ON3XnZmdMABWhnP,FouDlzxytwRw 1-0-0 6-0-0 Scale=1:14.8 3 4.c0 12 m i N 2 4 3x4= 1i-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 C81. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(fL) -0.09 4-7 >790 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:201b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=1 20(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vui=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,8CDL=3.0psf;h=14ft;B=52ft;L-34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.0psf 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. 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. j I I � I i ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!i-7473 rev.10/03/2015 BEFORE USE. � design is based only upon parameters shown,and is for an individual building component,not Design valid for use only with MiTek®connectors.This 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 MiT®k' Is always required for stability and to prevent collapse wlth 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 BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2f6 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Ity, TP17Y62'Grand lton III with porch T11697387 M11323 J8 MONOTRUSS 20 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 Z016 MiTek Industries,Inc.Thu Jul 27 09:15AB 2017 Page 1 8-0.0 ID:tP6jtzj7xSx c_fXi4uzgyuFUG-P8yuMzLZiso3nadBa4amKnJrKZRCQEf01Yyl5NytwRv 1-0-0 8-0-0 Scale=1:17.7 3 I 4.00 12 I 2 1 I 4 3x4= 8-0-0 B-0-0 Plate Offsets(X.Y)— t2:0-1-2.Edgel LOADING(psf) SPACING- 2-0-0 CSt. DEFL. in (too) I/defl L/d 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 lncr YES WB 0.00 Horz(TL) 0.01 2 n/a nfa BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight:26lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puff 11S. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Hors 2=180(LC 10) Max Uplift3=-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(lb)or less except when shown. NOTES- j 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf,BCDL=3.Opsf;h=14ft;13=52ft,L=34ft;eave=6ft;Cat.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 five 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 ib uplift at joint 3 and 265111 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 MITEK REFERENCE PAGE MI1•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTWD 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 Sol' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' always required for stability and to prevent coilapsejwith possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSBTPI1 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 • Job Truss Truss Type _ JQty Ply M11323 KJB MONO TRUSS 4 1 �62'Grand Carlton III with porch ' t T11697388 Job Reference(option Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:48 2017 Pagel • ID:Lcg54J?LuEancmZr4QbTWMyuFUF-P8yuMzLZfs03nadBa4amKnJsZZZLQ8w01Yyl5NytwRv 1.5_p 7-3-4 11-3-0 1.51 73-4 3-11-12 Scale=1:20.8 4 2.83 12 3x4 CZ I i 2 6 7 I 2x3 II 5 3x4= 3x4= I 7-3-4 11-3-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi 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 FBC2014rTP12007 (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 REACTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz 2=244(LC 8) Max Uplift4-207(1_C 8),2=-312(LC 8),6=-277(LC 8) Max Grav 4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=-1090/498 BOT CHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177f727 NOTES. 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss 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 3-6-0 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(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 li I � ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE. I Design valid for use only with MiTekiD 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 mustivar fy the applicability of design parameters and properly incorporate this design into the overall p�tIq building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BYll��i 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 ANSIfTPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ' Center plate joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I4, -P j y --- - — - - -- ings not to scale>-- -- ----- --Damage-or Personal-injury- --(Draw _ offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both Sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For Q-1/16' 4 wide truss spacing,individual lateral braces themselves WEBS Shy may require bracing,or alternative Tor I T O U ��, ��1 O p bracing should be considered. 3. Never exceed the design loading shown and never d p4. Provide copies of this truss design to the building c�$ cs-� CS-6F-For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. _ *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 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 [CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10,Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12,Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13,Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. k, 1 B.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: 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