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HomeMy WebLinkAboutBuilding Plans Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. `^ File Copy MiTek RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvdnn : Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Model: Tarrt�a1 EL3610 4115 Lot/Block: Subdivision: 32 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): 11 Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. \4ith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1' T9680954 A 10/17/16 _ 2; _T9680955 (A5 1 10/17/16 1311 I T9680956 i A6 1 10/17/16 411 1 T9680957 I A7 10/17/16 151 l 1 T9680958 1 A8 1 10/17/16 JUN � e'• ����! 161 i 1 T9680959 1 A9 1 10/17/16 1 711 1T9680960 GRA 1 10/17/16 E�ERiAIl-CIfSG 18 i1 1 T9680961 1 GRB 10/17/16 st. Lucie Count`', 191 11 T9680962 1 J2 1 10/17/16 1 110 1 T9680963 1 J4 1 10/17/16 1 1111 1 T9680964 1 J6 1 10/17/16 1 12 119680965 i J8 1 10/17/16 1 113 1 T9680966 1 KJ8 1 10/17/16 1 it I I i 'I The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters ooe�0?p...tj N• VE(�ens provided by Chambers Truss. ®oo° •.��G E Ns�. Truss Design Engineers Name: Velez, Joaquin a 182 My license renewal date for the state of Florida is February 28,2017. • •: IMPORTANT NOTE: The seal on these truss component designs is a certification 'c„ thaUthe engineer named is licensed in the jurisdiction(s)identified and that the o STATE OF 41J. designs comply with ANSI/TPI 1. These designs are based upon parameters ,�0 ••h� O R ti P;���; shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �, S• G flereferen MiTek. ce purpose only, was not taken ecific l�nto account ined is �he preparation of r MiTek's customers �o�eies`ON A�i� these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE Nc.68182 should verify applicability of design parameters and properly incorporate these designs MRek USA,Inc.FL Cart6634 int6'�the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 Velez,Joaquin 1 of 1 l .I r �ob - Truss Truss Type - Qty Ply 62'Grand Carlton III with porch -R� T9680954 11323 A -. COMMON 9 1 Job Reference(optional) ° rs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 I D:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rH M W rvchxpgcTUSEIMd6iD2tQGCyMySYQy �7-0-q 6-7-13 12-4-13 i 17-0-0 21-73 1 27-43 34-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 Scale=1:59.2 4.00 F12 4x4= I 6 25 ! 2x3 I 24 2x3 l l 3x6% 5 7 3x6 8 3x4% 4 3x4 3 9 t 2 10 11 N Im O'' 17 16 15 - 26 27 14 13 12 I 4x5—_ 2x3 I 4x6= 3x8= 3x8= 4x6= 2x3 I 4x5= I 6-7-13 12-4-13 21-7-3 27-43 34-0-0 ! 1 _7-1 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 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 BCLLI 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014[TP120O7 (Matrix-M) Weight:163 lb FT=0% u LUMBER- BRACING- TOP(CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT;CHORD 2.4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-832(LC 8),10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3188/1833,3-4=-2663/1558,4-5=-2616/1565,5-24=2668/1672,6-24=-2608/1669, 11 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9=-2663/1558,9-10=-3188/1833 BOT CHORD 2-17=1629/2972,16-17=1629/2972,15-16=1629/2972,15-26=-934/1925, 26-27=-934/1925,14-27=934/1925,13-14=-1629/2972,12-13=1629/2972, 10-12=1629/2972 WEBS 6-14=-533/948,7-14=-328/317,9-14=-550/387,6-15=533/948,5-15=-328/317, 3-15=-550/387 NOTES- 1)un alanced 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);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10,Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 632 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 29 lb up at 15-0-0, and 50 Ib down and 291la up at 19-0-0 on tap chord. The design/selection of such connection device(s)is the responsibility of others. 8)In ithe 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(pif) ConVert:1-6=-54,6-11=-54,18-21=-20 centrated Loads(Ib) Vert:24=-50(F)25=-50(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITek0 connectors.This design Is based oNy 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. &acing Indicated Is to prevent buckling of Indiv(dual buss web and/or chord members only.Addtional temporary and permanent bracing �/9i iTek* is aIH+ays required for sfabiI and to prevent collapse wpth possible personal Injury arrd property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,_"SUTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East 0 Safety InrormaBon available from Truss Plate Institute,218 N.Lee street,suite 312,Alexandria,"22314. Tampa,FL 33670 III Job„N Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680955 M11323 A5 !SPECIAL 9 1 Job Reference(optional) Ch ers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 N ID:2GIScwwyY5hnGhXVARzUkrryuFUM-eilLyYSPZSX4m92—pLr8huZh1Zy4adbKKkll1 FySYQw r1-0-0 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 35-0-Q 1-0-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 Scale=1:61.2 4.00 F12 5x8 II 6 24 11 2x3 11 7 . 4x6 3x6 15 2x3� 4 5 8 3x4 3 a I l 14 ,n1 2 10 11 ,n r 5xl2 MT18HS= Im 6 0 13 12 5x12= 2x3 I 3x6= 3x10= 2.00 rl2 I 10-6-4 i 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate'Offsets(X,Y)-- f2:0-2-2 0-0-71 f4:0-3-0 Edgel i LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCLL' 0.0 * Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154lb FT=0% LUMBER- BRACING- TOP!CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTICHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-14 11 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC 8) FORCES. O-(lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP!i HORD 2-3=-5402/3080,3-4=-5047/2830,4-5=-5005/2833,5-6=-5093/2947,6-7=2352/1498, 7-8=2330/1420,8-9=2383/1406,9-10=2979/1705 BOT19HORD 2-14=-2837/5142,13-14=-990/2054,12-13=-1496/2765,10-12=-1496/2765 WEBS 3-14=-342/309,5-14=-297/306,6-14=-1796/3265,6-13=-246/514,7-13=259/242, 9-13=-634/426 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;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All!plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitlbetween 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 o{!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 Ioint 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 I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.f0/03/2015 BEFORE USE R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not p` a Truss system.Before use,the building designer must verify The applicabil(ty of deslgn parameters and properly incorporate this design Into the overall building deslgn. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 6i�iTek' is always required for stability and 10 prevent collapse with possible personal Injury arrd property damage. For general guidance regarding the fabrlcoflon,storage,delivery,erection and bracing of pusses and inrss systems,seeANSUTPl1 9ualty Criteria,DSB-89 and BCSI Building Component Tamp Parke East 0 Safety' Intormallon available from Truss Piate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33T1m i it Job= Truss Truss Type Qty Ply 62'Grand Carlton III vAh porch T9660956 M11323 A6 'SPECIAL 1 1 Job Reference(optional)__ Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 Z► ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv '1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2-4.8 5-7-7 8-0-1 -0-0 Scale:3/16°=l' I 4.00 F12 6x8= 5x6= 5 g 2x3 3x4 5x6 WB% 5x6 34 78 N II 2 14 9 10 N 5x12 MT18HS= 13 I7 Io 3x4= o 12 11 5x6= 2x3 II 3x6= 3x10�:;L 2.00 F12 I I' 10-6-4 15-0-0 16-0-0 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 1-0-0 4-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- f2'0-2-2 0-0-71 (3:0-3-0 Edge) 180-4-0 0-2-31 i7:0-2-7 Edge1 LOADING(psf) SPACING- 2-0-0 CSL 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 0.0 ' Rep Stress Incr YES WB '0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30*Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except` 5-14:2x4 SP M 30 OTI­ RS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1298/0-5-0,9=1326/0-8-0 Max Horz2=169(LC 7) Max Uplift2=-796(LC 8),9—811(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=4981/2826,5-6=-2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOTICHORD 2-14=-2825/5111,13-14=-1110/2301,12-13=-1043/2141,11-12=-1528/2799, 9-11=-1528/2799 WEBS 4-14=-487/484,5-14=-1581/2900,5-13=-402/185,6-13=166/517,8-12=-764/537, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VUlt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Tliis 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 fitlbetween the bottom chord and any other members. 7)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. 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 pjtchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®II,ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabik;atiom storage,delivery,erection and tracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 .I Job: Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680957 M11323 A7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 I D:W SJgpGwal Ppeur6hk9UjG5yuFU L-a7t5N ETf53no?TCNwmtcnJfOEMeV2PI dn1 EP58ySYQu 1-0- 8-10-10 141-0 201-0 25-11-15 34-0-0 35-0-0 1-0-0 8-10-10 6-0-0 5-11-15 8-0-1 Scale=1:62.3 5xio= I Sx6= i 4.00 F12 4 5 iEl 2x3 3x4 3 6 I I Ii v u; 2 7 8 raj 5xl2 MT18HS= 16 6 10 9 0 5x12= 2x3 l) 4x5= Wo= 2.00 12 I I l I I 10-6-0 14.0-0 20-4-8 25-11-15 34-0-0 10-6-4 3-5-12 6-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- f2:0-2-2 0-0-71 f4:0-5-0 0-1-13) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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.o Code FBC2014ITP12007 (Matrix-M) Weight:147lb FT=0% LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOTiCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBIS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz2—149(LC 6) Max Upljft2=-795(LC 8),7=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=-2960/1697 13 CHORD 2-11=-2785/5096,10-11=-1430/2801,9-10=-1486/2746,7-9=-1486/2746 WEBS 3-11=412/418,4-11=-1327/2588,4-10=-810/415,5-10=166/455,6-10=-636/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 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 ibetween 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. I, I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.1 010 3/2 0 1 5 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 bufiding designer must verify The applicability of design parameters and properly Incorporate this design Info The overall r bWd(ng design. &acing Indicated is to prevent buckling of Indrvkival truss web and/or chord members only.Additional temporary and permanent bracing fV�iTek' is ' required for stability and to prevent collapse lviih possible personal injury and property damage. For general guidance regarding the fabrlcatlon,storage,delivery,erection and bracing of t__s and truss systems,seeANSI/TPI1 9ualiry Criteria,DSB-89 and CS, Building Component Tamp Parke East 0 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandrl .VA 22314. Tampa,FL 33610 it I� Job_ Truss Truss Type Qty Ply 62'Grand Carlton III with porch - T9680958 M11323 AB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Page 1 + I D:W SJgpGwal Ppeur6hk9UjG5yuFU L-XW?sovVwdhl W EmMl2Bw4skkNSAK2W N RwFLj WAOySYQs 3-0- 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 No- -0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1-0-0 Scale=1:62.2 ' I Ij 5x6= 2X3 11 4x8= 3X4= 4.00 F12 4 20 5 6 21 7 2X3 2X3 3 8 i1 I o 2 13 9 10 N I Ir 5x12 MT18HS= Im o' d 12 11 5x12= 3x4= 4x6= 3x10= 2.00 12 i' II it j 10-6-4 20-4-8 22-0-0 34-0-0 ! 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,[7:0-5-8,0-2-4],f9:0-2-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4SPNo.3 REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8),9=813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=-5337/3033,3-4=-4970/2788,4-20=-3801/2193,5-20=3801/2193,5-6=-2464/1521, 6-21=-2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=2808/1655 BOT CHORD 2-13=-2785/5078,12-13=-1698/3180,11-12=-1158/2331,9-11—1432/2593 WEBS 3-13=-389/395,4-13=-895/1665,5-13=-291/796,5-12=894/538,7-12=-303/452, 7-11=228/474,8-11=408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;8=52ft;L=34fh 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 MT20 plates unless otherwise indicated. 5)TFiis truss has been designed for a 10.0 psi 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of,bearing surface. 8)P,I;ovide 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 I ®{YARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE � Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building Is always required for stan. bility and to prevndicated Is to ent collapse with vent buckling t Individual truss posssible personal Injury ry anddrprropertord medaamagenlFor Additional temporary and general guidance regarding the rent bracing MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job= Truss Truss Type city Ply 62'Grand Carlton III with porch T9680959 M11323 A3 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalH FnB4U?T3iSySYQr rt-0-Q 6-7-15 10-0-D 15-2-14 i 20-4-0 24-0-0 27' 34-0-0 35-0-0 1-0-0 6-7-15 31-1 5-2-14 5-1-2 3�-0 3-4-1 6-7-15 1-0-0 Scale=1:60.1 I I 4x4= 2x3 4x8= I 4.00 12 3x4= 4 22 5 6 23 7 2x3 4�1 02x3 i 3 8 it I � I� u>� 2 9 10 r]' ]6 o — o 15 14 13 12 11 3x5= 3x8 3x6= 6x8= 3x6= 3x4= 3x5= 10-D-0 20-4-0 24-0-0 _ �_- _ 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets(X Y)-- f2:0-2-8 Edge) [7:0-5-4 0-2-01 19:0-2-2 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP,CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=362/0-8-0,13=1554/0-8-0 Max Horz2=-109(LC 6) Max Uplift2=441(LC 8),9=262(LC 8),13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1196/685,3-4=-874/475,4-22=-797/472,5-22=-797/472,5-6=-3697747, 11 6-23—369/747,7-23—369/747,7-8=-78/269,8-9=295/175 BOT CHORD 2-15=-543/1091,14-15=-39/316,13-14=-39/316,12-13=-245/259,11-12=-245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=1 1 627752,6-13=-260/229,7-11=-1 56/325, 8-11=-387/359,7-13=-762/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.if; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.0psf 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. 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 i i i Al WARNING-Ver!!y design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with M1Tek8 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch ' T9680960 M11323 GRA :HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi-rek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 1 D:_etC1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91 H D U4 W 89cyYx9pg Dz6A_Cf DifCdEvySYQq i-0-0 8-" 11-1-1 17-" 118-6-0 22-2-2 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-" 1-" Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. i� 9 7x10% 6 17 6x10 ZZ 4.OD 12 4 3x6 19 ,. 3 13 16 5x 21. 10 N N ' N 1 2 22 23 ,n ich 29 28 27 26 25 24 6 3x6 II 3x6= 6x8= 3x6= 6x8= 4x4= 3x5= 6x8= i I l 8-0-0 11-1-1 18-6-0 26-" 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 Plate'Offsets(X Y)-- 13:0-3-8 Edgel 121:0-3-8 Edge) (24:0-3-8 0-3-01 f27:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL ' 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:194 lb FT=0% LUMBER- BRACING- TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT iCHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=-1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) it 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 BOTiCHORD 2-29—195/591,28-29—143/463,27-28=-143/463,26-27=772/440,25-26=-393/630, 1 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6ft;Cat.11; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 PSI,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)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 purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at a-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). O SStandard AL WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev.IOIU312015 BEFORE USE. Design valid for use only with MITek®connectors.this design Is based only upon parameters shown,and Is for an Indlvldual 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 is ilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 5 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1Pl1 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.Alexandfla.VA 22314. Tampa,FL 33610 Job..' Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 I D:_etC1 cxC3ixVV?hul s?ypJyuFU K-Tv7cDbW A91 H DU4W B9cyYx9pgDz6A_CfDifCdEvySYQq 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 li i it it j �I II I ' III i I I I� i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek8 connectors.This design is based only upon parameters shown,and is for an Individual Lullding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabilcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 I I� Job Truss Truss Type Qty Ply =111 with porchT9680961 M11323 GRB HIP 1 optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 HDU 4W BgcyYx9piuz4F_CM DifCdEvySYQq r1-0-Q 8-0-0 13.8-0 i 17:2 0 20-4-0 2612-0 34-0-0 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 8-0-0 Scale=1:60.1" I II I I 5x8 MT18HS= 4x10= 5x8 MT18HS= 4.00 F12 2x3 I I 4x6= 2x3 I I i 3 23 4 5 6 7 24 8 I I N I 9 N in1 2 10'n c%1 1 m 6 0 16 75 14 13 12 11 4x5— 3x6 II 4x6— 6x10= 6x10= 4x6= 3x6 II 4x5— II 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 r 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- f2:0-2-2 Edgel f3:0-5-4 0-2-8jf5:0-3-0,Edgel,f8:0-5-4,0-2-81,f9:0-2-2,Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:153lb FT=0 LUi BER- BRACING- TOP,CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc punins. BOTH CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz 2=90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) II FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=3514/1878,3-23=-2062/1226,4-23=2062/1226,4-5=-2062/1226,5-6=-2062/1226, 11 6-7=1265/2545,7-24=1265/2545,8-24=-1265/2545,8-9=692/331 BO I CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, 11-12=-246/658,9-11=-225/595 WEBS 3-16=-402/1155,3-14=-14311700,4-14—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;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)',This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8—131(F—77),8-10=-54,16-17=-20,11-16=49(F=-29),11-20=-20 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11,111-7473 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 M6Tek' B always required for stability and to prevent collapse with possible personal Injury and property drrnage. For general guidance regarding the falxication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 I I Job Truss 711"Uss Type City Ply 62'GrandCarlton III%vhh porchT9680961 GRB i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M?ek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 1 D:SrRaEyyrg04M78G4raW BLW yuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYop LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=641(F) I I I �I I I �I 'I I, l i I i I I I I, ®46RNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS17TP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss I Truss Type Qty Ply 62'Grand Carkon III with porch T9680962 M11323 J2 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zS IzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYlj uxMxJyAnLySYQp -1-0-0 i 2-0-0 -- 1-0-0 2-0-0 Scale=1:7.9 3 I 4.00 12 II it 2 I 1 4 3X4= i 2.0-0 2-0-0 it LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(fL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPi2007 (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=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FOR i ICES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTIES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`51s truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 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 it ,I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandda,VA 22314. Tampa,FL 33610 i I , Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680963 M11323 J4 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnUMMOdN W ej uxMxJyAnLySYQp -1-0-0 4-0-0 Scale=1:11.2 3 i 4.00 12 i 2 1 4 3x4= 4-" i 4-0-0 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 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 BCL'L 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:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT,CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=-171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft 6=52ft;L=34ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"(This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitlbetween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I l i i ®,WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a fruss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabiicafiort storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I� Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch • T9680964 M11323 J6 MONO TRUSS 8 t Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi 4uz9yuFU G-P H EMd HYQgvXxjOg XH 1_10av6FnozSLA W AzhkJnySYQo -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 3 I 4.00 12 it 2 cl 4 I 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-6-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) I FOK 1L;Lb. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 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 fitibetween 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 i II I I, ,&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek9 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. &acing indicated is fo prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVl'Tek' is always required for stability and to prevent collapse with possible personal In arrd property damage. For general guidance regarding the fabNcatton,storage,delivery,erection and brocing of trusses and truss systems,seeANSI/TPI1 6luality Cdferla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.lee Street.Suite 312 Alexandria.VA 22314, Tampa,FL 33610 it I Job Truss Truss Type city Ply M11323 JB MONO TRUSS 20 1 162'Grand Carlton III with porch T9680965 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz_7xSx_c_fXi4uz9yuFUG-PH EMdHYQgvXxjOgXH 1_t OavgTniQSLAW AzhkJnySYQo 8-0-0 1-0-0 8-" Scale=1:17.7 3 i 4.00 12 2 4 I'. 3x4= i 8-0-0 8-0-0 Plate Offsets(X Y)-- f2:0-1-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141-fPI2007 (Matrix-M) Weight:26lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOTi CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAICTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3=-160(LC 8),2=-265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) FORICES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6ft;Cat.II; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`.This truss has been designed for alive 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 lbetween 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 I i it I ®WARNING-Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a buss system.Before use,the building designer must verity The applicabty 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 iV9iTek' is always required for slabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabhcation,storage,delivery,erection and bracing of Inrsses and tnrss systems,seeA stU 11 9ua0ty Cdierla,DSB-89 and BCSI Building Component 6904 Parke East BNd. safety Informallon available from Truss Piate Institute,218 N.Lee Street,suite 312 Alexandria VA 22314. Tampa,FL 33610 II Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680966 M11323 KJ8 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:Lcg54J?LuEancmZr4Qb7W MyuFUF-PH EMdHYQgvXxjOgXH 1_10avAingZSFRW AzhkJnySYQo -1-5-o 7-3-4 113-0 1 5-0 7-3-4 3-11-12 - Scale=1:20.8 4 I 2.83 12 3x4 3 .I I 2 7 6 3x4= 2x3 I I 5 3x4= II 73-4 11-3-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 Rep Stress Incr NO WB 0.43 HOrz(fL) 0.02 6 n/a n/a BCD 10.0 Code FBC2014/TPi2007 (Matrix-M) Weight:44 lb FT=0% r LUMBER- BRACING- TOP,CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT,CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 RE 'CTIONS. (lb/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical Max Horz2=244(LC 8) Max Uplift4=-207(LC 8),2=312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORIC ES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPI CHORD 2-3=-1090/498 BOTI 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; E xp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)-n`a 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). I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) ;i Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=O(F=10,B=1 0)-to-5=-56(F=-1 8,B=-18) i I ®'WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is.for an Individual building component,not p` a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610 I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q offsets are indicated, (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss 1 2 3 1, Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p WEBS cab 4 may require bracing,or alternative Tor I � p bracing should be considered. = a 3 O 3, Never exceed the design loading shown and never Epp U stack materials on inadequately braced trusses. 00 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 c6-7 c5b ,- designer,erection supervisor,property owner and plates 0-1h6"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 ANSI/TPI 1. Connector plates, THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 190/6 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section Of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or 1 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. i Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur, Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer, reaction section indicates joint number where bearings Occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone W1 s not sufficient. DSB-89: Design Standard for Bracing. iTe-K------- Installing a BCSI; Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide_to-Good Practice-for Handling, --- — - ---- - ------ANSI/-TP-I-1-Quality_Criteria,&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015