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HomeMy WebLinkAboutBuilding Plans ID Lumber design Valdes are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �MiTeke -\C\ 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 Tarlrpa1gff6104115 Lot/Block: Subdivision: Iv�1 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: I General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special 'Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf his package includes-13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date 11 IT9680954 JA 10/17/16 12 J T9680955 I A5 1 10/17/16` 13 I T9680956 J A6 1101171161 14 I T9680957 J A7 1 10/17/16 1 15 I T9680958 J A8 1 10/17/16 6 IT9680959 JA9 10/17/16 7 T9680960 GRA 10/17/16 ' r \� 18 IT9680961 I GRB 1 10/17/16 19 I T9680962 J J2 1 10/17/16 110 I T9680963 I J4 1 10/17/16 ill I T9680964 J J6 1 10/17/16 112 I T9680965 J J8 1 10/17/16 1 113 I T9680966 J KJ8 1 10/17/16 1 The tiuss drawing(s)referenced above have been prepared by MiTek oe��®°1°1B1d°0e�s USA, Inc. under my direct supervision based on the parameters ,e°ePQU��•V��F�a,� provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin 6 182 My license renewal date for the state of Florida is February 28,2017. :• •: �fr IMPORTANT NOTE' The seal on these truss component designs is a certification = -: ' e that the engineer named is licensed in the jurisdiction(s)identified and that the ®� STATE O F designs comply with ANSI/TPI 1. These designs are based upon parameters 'sO, -�••c`� O R P•;��� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were vo given to MiTek. Any project specific information included is for MiTek's customers Lei ss�' •• •'���`e file reference purpose only,and was not taken into account in the preparation of �®0NAt- 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 No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.R.Cert6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd,Tampa FL M10 Date: October 17,2016 Velez,Joaquin 1 of 1 ,r EJob Type ; Qlyr Ply 62'Grand Calton III w0h porch 3:=TFu���Truss — I COMMON 9 1 Job Reference o tional Chamblers 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 rHMW rvchxpgcTUSEIMd6iD21QGCyMySYQy 1-0-QQ_ 6-7-13 12-4-13 17-0-0 _ i 21-7-3 27-4.3 34-0-0 3 50 1-0-0I 6-7-13 5-9-0 -- 4-7-3 r 5-9-0 r 6-7.13 1-0-o Scale=1:59.2 4.00 FIT 4x4= 6 25 2x3 1 I 24 2x3 11 3x6 5 7 3x6 4 8 3x4 3x4 3 9 01 2 10 1161 � 17 16 15 26 27 14 13 12 4x5= 2x3 II 46 3x8= 3x8= 46= 2x3 II 05= 6-7-13 12-4-13 r 21-7-3 27-4-3 34-0-0 , 6-7-13 5-9-0 9-2-7 5-8-0 I E7-13 — r LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft 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 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:163lb FT=0% LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT iCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBIS 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, 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)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=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(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 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 29 lb up at 15-0-0, and 50 lb down and 29 lb 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=-5O(F)25=-50(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.f0/03/2015 BEFORE USE Design valid for use only with MITek61 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 apr rlicability of design parameles 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 MOW 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 tracing of trusses and truss systems,se.eANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314, Tampa,FL 33610 r Job �Truss (Truss Type 4 Oly+ Ply 62'Grand Carlton III with porch T9680955 M11323 AS SPECIAL 9 1 Job Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page i ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eliLyYSPZSX4m92_pLr8IluZhlZy4adbKKk111 FySYOw -0-0 7-8-5 10-6-4 1 17-0-0 ; _ _20.4-8 26-4.0 34-0-0 35-0-Q 11.0-0, 7-8-5 2-9-15 6-5-12 3-4.8 5-11.8 7-8-0 1-0-0 Scale=1:61.2 I I 4.00 12 5X8 I1 6 2x3 I I 2x3 11 7 40% 3x6 2x3 Z� 5 4 8 3x4 3 9 i riJ Sx12 MT18HS= I o 13 12 5x12= 2x3 11 3x6= 3xlo'= 2.00 12 10.6-4 20-4-8 26.4.0 j 34-0-0 10-6.4 9-10-4 5-11-8 7.8-0 Platel Offsets(X,Y)-- [2:0-2-2,0-0-71,44:0-3-O,Edge] I f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLt 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/19D TCDLII 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/rP12007 (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 puriins. BOT(CHORD 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 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=129710-8-0,10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8),10=812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP(CHORD 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 BOT(CHORD 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)Ur balanced 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=14fh 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 psi 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at folot 10. 8)"Semi-rigid pftchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and Is far an Irxlivltluat building component,not a truss system.Before use,the building designer must vedly the applicability of design pcaameters and properly Incorporate this design Into the overall r building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Addillonal temporary and permanent bracing MOW 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/TPII 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 T russ Type ' Qly Ply T6'GRoenfdCarlton III with porch M11323I A6 SPECIAL 1 rence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:04 2016 Page t t ID:2GIScwwyYShnGllXVARzUkrryuFUM-6xJj9uTl KmfxNJ dBM3MNE56seyHtJ?2UZOVsZhySYQv )�'0-t- 8-11-11 16-0-0 18.0 0 20.4.8 25-11-15 I 34-0.0 5-0-q 1.0-0 B-11-11 7-0-5 2-0-o 2-4-8 5-7-7 8-0-1 •0-0 Scale:3/16"=1' 4.00,12 6x8= 5x6= 5 6 2x3 3x4 5x6 WB 5x6 34 78 N n 1 5xl2 MT18HS= 13 i fi r L 0 3x4= 12 � 11 5x6= 2x3 11 3x6= 300= 2.00 F12 10-6-4 15-0-0 16-0-0 20-4-8 � 25-11-15 1 34-0-0 10-6-4 _ 4-5-12 1-0-0 4-4.8 5-7-7 8-0-1 Plate Offsets(X,)0:-_(2:0-2-2,0-0-71,13:0-3-0,Edgej,f5:0-4-0,0-2-31,f7:0-2-7,Edge) I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Lid 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 MT111HS 244/191) BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL _ 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:156lb 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. BOTICHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except` 5-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1298/0-8-0,9=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=-2255l1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOT CHORD 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;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGEMII-7473 rev.107012015 BEFORE USE Design valid for use only with MITekm connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the bdlding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fatxk:alion,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 Job Truss Issluess, Type Qty Ply 62'Grand Carlton III with porch T9680957 M11323 A7 CAL 1 1 _ Job Reference(optional) Chambers Truss. Foil Pierce.FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10:40:05 2016 Page 1 t ID:WSJgpGwa)Ppeur6hk9UjG5yuFUL-a7l5NET153no?TCNwn,tcnJfOEMeV2Pldl11 EP58ySYQu I10 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 35_0- (1-0-,0 8-10-10 5-1-6 o-1-0 5-11-15 8-0-1 1.0.0 i Scale=1:62.3 5x10= 5x6= 4.00 12 4 5 2x3 3x4 3 G N o5x12 MT18HS= -�_.-_-_- tch 10 g SA2= 2x3 II 4x5= 3x10= 2.00 12 10-6-4 5 3�14-0-0 , 20-4-8 25-11-14-0-0 10-6-4 3-5-12 6-4-8 5-7-7 B-0.1 Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,f4:0-5-0,0-1-13� LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) )/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Verl(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vett(TL) -1.40 10-11 >291 240 MT1 BHS 244/190 BCLL 0.0 ` Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n1a BCD I L 10.0 Code FB02014[TP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEB S 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz2—149(LC 6) Max Uplift2=795(LC 8),7=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 260(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 BOT CHORD 2-11=-2785/5096,10-11=-1430/2801,9-1 0=-1 486/2746,7-9=-1486/2746 WETS 3-11=412/418,4-11=-1 327/2588,4-10=-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.Opst;h=14ft;B=52ft;L=34ft;eave=6fh 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 nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oflbearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. Desibn valid for use only with Miiekb 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 rxxamelers and property Incorporate Ihls design Info the overall V It buHding deslgn. Bracing(ndlcafed Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and a petmneni brac(ng MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrk:ation,storage,delivery,erection and bracing of trusses and miss 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 ob Truss cuss Type �Qty Ply =111 with porchT9680958AB SPECIAL 1 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 Ppeur6hk9 UjG5yuFUL-XW?sovVwdhl W EmMl2BW4skkNSAK2W N RwFLj W AOySYQs 1-01-D- 8-8-4 _12-0-0 15-8.4 20.4.8 22-0-0 24-8-12 r 34.0-0 8.8-4 3-3-12 1— 3.8-4 4-8-4 1-7-8 f 2-8-12 r 9-3.4 Scale=1:62.2 5x6= 3x4 2x3 II 4x8= = 4.00 12 4 20 5 6 21 7 2x3 2x3 8 3 / t2 5x12MT18HS= ^� - 0 0 12 11 5x12= 4x6= 3x4= WO 2.00 12 10-6-4 20-4-8 22-0-0 34-0-0 I 10-6-4 9-10-4 1-7-8 12-0-0 Plat6 Offsets NY)=[2:0-2-2,0-0-7j,[7:0-5-8,0-2-41,[9:0-2-6,Edge1 I ' , LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 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 Verl(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 BCD L 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:154lb FT=0% LUMBER- YBRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly a .plied or 4-3-14 cc bracing. I P 9 WEBS 2x4 SP No.3 REAI TIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz2=129(LC 7) Max Upllft2—794(LC 8),9=-813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOCHORD 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 BO ICHORD 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 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 fd1between the bottom chord and any other members. 7)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designershould verify capacity oflbearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ull-7473 rev.1010312015 BEFORE USE Design valid for use only with MilekO connectors.This design Is lased only upon parameters shown,and Is for art 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 r buBdng design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only.Additional temporary and permanent bracing 11i1OW 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 • Job Truss Truss Type Glty Ply 62'Grand Carlton III with porch 79680959 M11323 A9 HIP 1 1 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page i ID_etClexC3ixVV?huls?ypJyuFUK-?iZE?FWYO-9MswxybvRJOxHgpalHFnB4U?T3iSySYar 6-7.15 10-0-0 15.2.14 20-4-0 24-0-0 27-4-1 34-0-05-0 ,1-0-0-0-0 6-7-15 3.4-1--r5-2-14 I 5-1-2 3.8.0 3-4-1 6-7-15 1-0-0 Scale=1:60.1 4x4= 2x3 11 4x8= 4.00 12 3x4.= 4 22 5 8 23 7 2x3 2x3 i 3 8 N i r lh N 2 9 10 '2 6 Im o _ o 15 14 13 12 11 3x5= 3x8 3x6= 6x8 3x6= 3x4= 3x5= F_ 10-0-0 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)-- (2:0-2-8,Edg_ej,(7:0-5-4,0-2-0),(9:0-2-2,Edgel 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 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(iL) -0.42 13-15 >574 240 BCLL 0.0 " Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 RE ICTIONS. (lb/size) 2=687/0-8.0,9=382/0-8-0,13=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(Ib)or less except when shown. TO CHORD 2-3=1196/685,3-4=-874/475,4-22=797/472,5-22=-797/472,5-6=-369/747, 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=-1162/752,6-13=260/229,7-1 1=-1 56/325, 8-11=-387/359,7-13=762/448 NU ES- 1)Upbalanced 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; EIxp 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)'TINS truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE �' Design valid for use only with Milek®connectors.This design Is based only upon parameters shown,and Is for an Individual budding component,not a truss system.Before use,the building designer must verify the applicability of design Ixaromelers and properly Incorporate this design Into the overall building design. Bracing Indlcaled is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for statAlly and to prevent collapse with possible personal injury and property damage. For general guidance regard(ng the fabrication,storage.delivery,erection and bracing of misses 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. Tempa.FL 33610 Job Truss Truss Type Oty Ply 62'Grand Cnrlron 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 1 ID:_etClcxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91HDU4W89cyYx9pgDz6A CfDifCdEvySYOq 1.0•0 8-0-0 11-1-1 17.0-0 118-6-0 2 34 2-2-2 26-0-0 -0- 35-L [1-0-0 8-0-0 3-1-1 5-10-15 1-6-0 3-8.2 3-9-14 8. 0 0-o 1.0.0 I 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. 9 _ 7x10 6 17 6x10 4.00 12 4 3x6= ( 19 3 — 131 16 10 \� N �' N1 2 22 23Jch 29 28 27 26 25 24 o 3x6 11 3x6= 6xB= 3x6= 6x8— 4x4= 3x5= 6x8= 8-0.0 i 11-1-1 18-6-0 26-0-0 , 34-0-0 8-0-0 3-1-1 7-4-15 7-6-0 8-0-0 r Plate Offsets(X,Y)-- [3:0-3-8,Edge1,[21:0-3-8,Edge] 24:0-3-8 0-3-0 [27:0-3-8,0-3-01 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 0.90 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/TPI2007 (Matrix-M) Weight:194 lb FT=0% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max 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) 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psh 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 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit(between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 376 lb uplift at joint 2,1146 lb uplift at joint 271,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)°Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)Ih the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O CStandard WARNING-Verity design parameters and READ NOTES ON THISAND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev.1010=01S BEFORE USE. � Design valid for use only with MITek6 connecfors.This design Is Lased 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery•erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Sulfe 312.Alexandria VA 22314. Tampa,FL 33610 :Jo Truss Truss Type Qty Ply T9680960 M11323' GRA HIP 1 62'Grond Carlton 111 with porch 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:_e1C 1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H DU4W 89cyYx9pgDz6A_C(DifCdEvySYQq 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) INARN/NG-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE rev,1010312016 BEFORE USE 9 ©� Design valid for use only with MITekCr9 connectors.This design is based only upon parameters shown.and is for an Individual building component,not ■'f.�i■® a truss system.Before use,the building designer must verify the applicability of design parameters and propetty Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only.Addillonal temporary and permanent bracing M'Tek• is always rectuired for stabliify 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 miss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSf 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 Truss Type City Ply 62'Grand Carlton III with porch T9680961 M11323 GRB I HIP 1 1 Job Reference optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTok Industries,Inc. Man Oct 17 10:40:09 2016 Page 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-Tv7cDbW A91HDU4W89cyYx9piuz4F_CMDifCdEvySYCiq 11-0- _ 8-0-0 r 13-8-0 17-0-0 20-0-0 26.0-0 34.0-0 5.0- 01•0� 8.0-0 5-8-0 1 3.4.0 1 3-4--- -0 �— 5-8-0 8-0-0 1-0-0 Scale=1:60.1 5x8 MT1 BHS= 410= 5x8 MT78HS= 4.00 F12 20 11 4x6= 2x3 11 3 23 4 5 6 7 24 8 N I I 9 N N; 2 10 N LD lit O 16 15 14 13 12 11 4x5= 3x6 k 4x6— 600= 6x10= 4x6= 3x6 II 45— 8-0-0 I _ 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 __8-0-0 _ Plate Offsets X{_�- 2:0-2iEggel-3:0-5-4,0-2-81,f5:0-3-0,Edq_el f8:0-5-4,0-2-8j f9:0-2-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0,57 Vett(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 n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at micipt 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) FORCES. (lb)-Max.Comp./Max.Ten.-All 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=-1265/2545,8-9=-692/331 13 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=-1431/700,4-14=-847/699,7-13=-886/720,8-13=-3505/1836, 8-11=-403/1157,6-14=1431/2780,6-13—3151/1776 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)V ind: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;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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 Ito 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 designtselection of such connection device(s)is the responsibility of others. 10)li 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(pit) Vert:1-3=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MYTEK REF£RANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design volld for use only wilh MITekb connectors.This design Is based only upon parameters shown.and is for an individual Lxtlidtng component.not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stabllily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of fm55eS and inks 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 _ P 62'Grand Carlton III wilh porch Job Truss Truss Type sty y GRB HIP 1 T968D961 M11323 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.64D s Apr 19 2016 MiTek Industries.Inc. Mon Oct 17 10A0:10 2016 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-x5h QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16—641(F)11=-641(F) I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1 010 312 0 1E BEFORE USE. Design valid for use only with Mllek6 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 applicatxlity 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 properly damage. For general guidance regarding the fobilcation,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 Plale Institute.218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 e Q PI 62'Grand Carlton III with porch FJob Truss Truss Type b y T9660962 M11323 J2 MONO TRUSS 8 1 I Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10A0:10 2016 Page t I D:xl?zSlzTbJCDII rGPH i QukyuFU1-x511_QxXowcP45E5KjJTnUMM21NYIj uxMxJyAnLySYQp 1-0-0 2.0-0 Scale=1:7.9 3 4.00 F12 I I 2 I I 1 4 3x4= I 2-0-0 i 2-0-0 LOADING(psf) A SPACING- 2-0-0 CSI. 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/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) 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; E,p C;Encl.,GCpi=0.18;MWFRS(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)' his 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 tit 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEKREFERANCE PAGE M11-7473 rev,f0/03/2015 BEFORE USE Design valid for use ody with MITek0 connectors.This design Is based ody upon parameters shown,and Is for an Individual building component,not a Uuss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members ody.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal In)ury and properly damage. For general guidance regarding the fabilcaflon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Pfafe Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 i i Job I Truss Truss Type QV Ply 162'Grand Carlton III with porch T9680963 M11323 �J4 I MONO TRUSS B 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?Zf RxyuFU H-x511_QxXowcP45E5KjJTnUMMOdN W ejuxMxJyAnLySYQp -1-0-0 _ 4-0-0 I 1-0-0 4-0.0 I Scale=1:11.2 i 3 4.00 12 2 i 4 3x4= 4-0-0 _ 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 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 BCD L 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:14lb FT=0% LUMBER- BRACING- TOPj 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) FOR ES. (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;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 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 and fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMII-7473 rev.1010312015 BEFORE USE " Design valid for use only with Mtiel<0 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 MOW 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 tniss systems,see.ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 62'Grand Carlton III with porch 79680964 M11323 m MONO TRUSS I. 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 ID:IP6jtzr7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH t_t Oav6FnozSLAW AzhkJnySYQo 1-0-0 6-0-0 6-0-0 Scale=1:14.8 3 4.00 F12 2 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deli Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 2441190 TCfJL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BCLIL 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:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max 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) 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; Ezp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3).TI his 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 fits between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)P fovide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at jo nt 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev.10/0=015 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 miss 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 darnage. For general guidance regarding the fatxicallon,storage,delivery,erection and bracing of trusses and inns systems,seeANSI/TPI I Quallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safeity Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type ty Ply 62'Grand Carlton III with porch T9680965 M11323 JB MONO TRUSS 20 1 Job Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10A0:11 2016 Page 1 ID:tP6jtz-j7xSx-c_fXi4uzgyuFUG-PHEMdHYQgvXxjOgXH1_t0av9TniQSLAWAzhkJnySYQo -1-0-0 8-0.0 1-0-0 8-" Scale=1:17.7 3 4.00 12 0 2 4 3x4= 8-0-0 8-0-0 Plate Offsets(X,Y)-- 12:0-1-2,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (for) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc puffins. 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 Horz2=180(LC 8) Max Upi1ft3=-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. NOTIIES- 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; 6p C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1,60 2)Thls truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) his 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 fiI,between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE R Design valld for use only with Mliek®connectors.lhls design Is based only upon parameters shown,and is far on Individual building component.not a miss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall balding design. Bracing Indicated is to prevent Wckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �iTek• Is afurays 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 musses and truss systerns,seeANSI/1PI1 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 russ Truss Type ($ty Ply 62'Grand Carlton III porch "�IT T9680966 M11323 KJB 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?LuEancmZr4Qb7 W MyuFUF-PHEMdHYOgvXxjOgXH1_t OavAingZSFRW AzhIW nySYQo 1-5-0 7-3.4 11-3-0 1-5-0—i 7-3-4 3-11-12 ------� , Scale=1:20.8 4 I t 2.83 12 3x4. 3 i 3x4= 2x3 I 5 3x4= 7-3-4 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 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical,2=48210-11-5,6=556/Mechanical Max 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) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1090/498 BOT CHORD 2-7=-662/1072,6-7=662/1072 WEB S 3-7=0/309,3-6=1177/727 NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=141t;13=521t;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)na 3)T6is 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)Previde 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($) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4—152(F=-49,13=49),8=O(F=10,13=10)-to-5_56(F_18,B=-18) i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with Mllek(5)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 r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for slability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of tnrs5e5 and truss systems,seeANSI/TPII 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y 6-4-8 1 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property (Drawings not to scale) onsets are indicated. 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. LJ� and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. ci-z cgs 2. Truss bracing must be designed by an engineer.For 4 WEBS wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I c p bracing should be considered. \\ 3. Never exceed the design loading shown and never a �pb U U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c�e BOTTOM CHORDS csb ~ designer, erection supervisor,property owner and plates 0-'lid' from outside 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 atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%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 4 X 4 width measured perpendicular ESR-131 1, 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 is spacing, BEARING g y or less,if no ceiling is installed,unless otherwise noted. 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 O 2012 MiTek®All Rights Reserved approval of on engineer, reaction section indicates joint number where bearings occur. 17.Install and Toad 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 DSB-89: Design Standard for Bracing, Nil�, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with -- -- - -Guide to Good-Practice-for-Handling, -i , - —ANSI/TPI I-Quality Criteria. ----- ----- Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 —r