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Truss Engineering
® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® 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 Modell nn la1 E Y610 4115 Lot/Block: Subdivision: S23 Address: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [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. 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 1 T9680954 A 10/17/16 12 I T9680955 J A5 1 10/17/16] 13 I T9680956 J A6 110/17/16 14 IT9680957 JA7 10/17/16 15 I T9680958 I A8 110/17/16 6 IT9680959 JA9 10/17/16 17 I T9680960 I GRA 10/17/161 18 I T9680961 I GRB 1 10/17/16 1 19 I T9680962 J J2 1 10/17/161 110 I T9680963 J J4 1 10/17/16 Ill I T9680964 J J6 110/17/16 12 I T9680965 J J8 1 10/17/16 113 I T9680966 1 KJ8 110/17/16 The truss drawing(s)referenced above have been prepared by MiTek �N��% QUIN USA,Inc. under my direct supervision based on the parameters �� pP ........ <<c provided.by Chambers Truss. �`� 'S.• G E Ns�c•? Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28,2017. = * ?"6-8182 IMPORTANT NOTE' The seal on these truss component designs is a certification = that the engineer named is licensed in the jurisdiction(s) ns)identified and that the STATE OF, designs comply with ANSI/TPI 1. These designs are based upon parameters �C O R O P;���,` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �, ' given to MiTek. Any project specific information included is for MiTek's customers '�isS'/ "•"'•���% file reference purpose only,and was not taken into account in the preparation of , 10 N A%�,���� 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 MR USA,Inc.FL Cert 6634 into 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 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680954 M11323 A COMMON 9 1 Job Reference(optional) y Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ9lrHMWrvchxpgcTUSEiMd6iD2tQGCyMySYQy r1-0-Q 6-7-13 12-4-13 17-0-0 21-7-0 27-4-3 34.0-0 35-0-0 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 Scale=1:59.2 4.00 12 4x4= 6 25 2x3 124 2x3 3x6 5 7 3x6 6 3x4% 4 3x4 3 9 N1 2 10 11 lit I46 17 16 15 26 27 14 13 12 4x5— 2x3 I I 4x6= 3x8= 3x8= 4x6= 2X3 11 4x5= 6-7- 12-4-13 21-7-3 27-4-3 34-0-0 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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) -0.7214-15 >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 FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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=-1 629/2972,15-16=-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=-3281317,9-14=-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=5211;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)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 Ib uplift at joint 2 and 832 Ib 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 Ib down and 29 Ib up at 15-0-0, and 50 Ib down and 29 Ib up at 19-0-0 on top chord. The desigrUselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(Ib) Vert:24=-50(F)25=-50(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 property 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 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/iPI I Quality Criteria,DSE-69 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 Truss Type Qty Ply 162'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 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-eilLyYSPZSX4m92-1Lr8huZhiZy4adbKKkil1 FySYQw r1-0-q 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 35-0-0 7.8-5 2-9.15 6-5-12 3-4� 5-11-8 7-8-0 1-0-0 Scale=1:61.2 4.00F1_2 5x8 6 2x3 I I 2x3 11 7 4x6% 3x6 2x3 q 5 8 3X4 3 I 9 1410 Ir �1 2 11 N 5x12 MT18HS= 6 0 13 12 5x12= 2x3 I I 3x6= 3x10= 2.00 12 10-6-4 20-4-8 26-4-0i 34-0-0_ 10-6-4 9-10-4 5-11-8 7-8-0 r Plate Offsets(X,Y)-- (2:0-2-2,0-0-7L f4:0-3-0,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 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 FBC2014lrP12007 (Matrix-M) Weight:154 Ib 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 4-3-11 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 6-14 6-14:2X4 SP M 30 REACTIONS. (Ib/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. (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,B-9=-238311406,9-10=-2979/1705 BOT CHORD 2-14=-2837/5142,13-14=-990/2054,12-13=-1496/2765,10-12=-1 49612765 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;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34fh eave=6ft Cat.ll; 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 fit between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 Ib uplift at joint 2 and 812 Ib uplift at joint 10. 8)"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?EK REFERANCE PAGE 11111-7473 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 r building design. Bracing Indicated Is to prevent buckling of intlrAdual 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,erecllon 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. Tama,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9660956 M11Job SPECIAL 1 1 Job Reference(optional) ^Chambers Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkrlyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVsZhySYQv 1-p- 8-11-11 16-0-0 18.0.0 20-4-8 25-11.15 34.0.0 5-0- 10 8-11-11 7-0-5 2-0-0 2--4 5-7-7 8-0-1 -0-0 Scale:3/16°=1' 4.00F1_2 6x8— 5x6= 5 6 2x3 3x4 5x6 W B% 5x6 34 78 r N .1 2 14 9 10 ;4 5x12 MT18HS= 13 ley 1 O 3x4= 12 11 O 5x6— 2x3 I I 3x6= 3x10= 2.00 12 10£-4 15-0-0 6-0 20-4-8 25-11-15 34-0-0 10-6-4 4-5-12 -0-0 4-4-8 5-7-7 8-0-1 Plate Offsets(X Y)-- [2:0-2-2,0-0-71,f3:0-3-0 Edger f5:0-4-0,0-2-31,17:0-2-7 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 0.76 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 FBC2014fTP12007 (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 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1298/0-8-0,9=132610-8-0 Max Harz 2=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=-225511421,6-7=-2312/1390, 7-8=-2320/1368,8-9=-3010/1736 BOT CHORD 2-14=-282515111,13-14=-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=14fh B=52ft L=34ft;eave=6ft;Cat.ll; 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 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 Ib uplift at joint 2 and 811 Ib 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 end READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall A 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/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.Alexandda.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 67 Grand Carlton III with porch T9660957 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:WSJgpGwal Ppeur6hk9 UjG5yuFUL-a7t5N ETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu r1-0 0 8-10-10 14.0-0 20-0-0 25-11-15 34-0-0 35-0-0 1 0 0 'B-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale=1:62.3 5x10= 5x6= 4.00 F12 4 5 2x3 3x4 3 6 v N1 2 11 7 8 t2 I^ 5xl2MT18HS= IcS 1 6 6 10 9 5x12= 2x3 I I 4x5= 3x10= 2.00 12 10-6-4 -0-0 204-8 25-11-15 34.0-0 34 5-7-710.6-4 - 8-0-1 Plate Offsets(X Y)-- [2:0-2-2,0-0-71,[4:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.40 10-11 >291 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=-149(LC 6) Max Uplift2=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 BOT CHORD 2-11=-2785/5096,10-11=-1430/2801,9-10=-1486/2746,7-9=-1486/2746 WEBS 3-11=412418,4-11=-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;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 of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 Ib uplift at joint 2 and 812 Ib 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-Verily design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERANCE 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 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 MOTek• 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,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information availobte from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply F62Gand Carlton III with porch M11323 ABSPECIALeference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:07 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12Bw4skkNSAK2WNRwFLjWAOySYQs 1-0- 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- -0-0 8-8-4 3-3-12 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 Scale=1:62.2 5x6— 3x4 2x3 11 4x8= = 4.00 12 4 20 5 6-21 7 2x3 2x3 8 3 _m cI� v 01 2 73 9 10 5x12MT18HS= I� 1 6 d 12 11 5x12= 3x4 4x6= = 3x10 2.00 12 i 10-" 20-4-8 22-0-0 34-" 10-6-4 9-10-4 1-7-8 12-0-0 r Plate Offsets(X Y)-- (2:0-2-2 0-0-71 (7:0-5-8 0-2-41 (9:0-2-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 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 Ib 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 4-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1292-/0-8-0,9=1332/0-8-0 Max Harz 2=129(LC 7) Max Upiift2=794(LC 8),9=813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP 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;B=52ft;L=34ft;eave=6ft;Cat.ll; 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)Bearing at joint(s)2 considers parallel to grain value using ANSlfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of-truss to bearing plate capable of withstanding 794 Ib uplift at joint 2 and 813 Ib 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 MfTEK REFERANCE PAGE MII--7473 rev.10/03/1015 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,seeANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitufe.218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680959 M11323 Ag 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 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalH FnB4U?T3iSySYQr 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 i 34-0-0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 Scale=1:60.1 4x4= 2x3 II 4xB= 4.00F1_2 3x4= 4 22 5 6 23 7 2x3 2x3 i 3 8 N r fi N1 2,--, 9 10 )fi o — o 15 14 13 12 11 3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5 10-0-0 20-4-0 24-0-0 _r_ 34-0-0 10-0-0 10-4-0 3-8-0 10-0-0 Plate Offsets(X Y)-- (2:0-2-8 Edgel f7:0-5-4,0-2-01,(9:0-2-2 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 0.24 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code 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 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. (Ib/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Harz 2=-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=-369/747, 6-23=-369/747,7-23=-369/747,7-8=-78/269,B-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=-260/229,7-11=-156/325, 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=6fF Cat.ll; 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 Ib uplift at joint 2,262 Ib uplift at joint 9 and 904 Ib 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-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabxicatlom storage,delivery,erection and bracing of trusses and buss systems,seeANSI/TPI l 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 Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323 GRA HIP 1 1 Job Reference(option 1 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi Tek Industries,Inc. Mon Oct 17 10:40:09 2016 Page i ID: etClcxC3ixVV?huls?ypJyuFUK-Tv7cDbW A91 H DU4W89cyYx9pgDz6A_CfDifCdEvySYQq r1-0-q 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 i -0-034-0-0 35-0-0 1-0-0 8-" 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-04 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 3 4 _ I 3x6 19 — 13 16 5x 21 15 r5D 74 10 N m 1 2 2223 N N 29 28 27 26 25 24 3x6 11 3x6= 6x8= 3x6= 6x8= 4x4= 3x5= 6x8= 8-" 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)-f3:0-3-8,Edgel,[21:0-3-8,Edgel,f24:0-3-8,0-3-01,(27:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 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=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 Ib 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 Ib 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=-58411206,15-16=-584/1206, 16-18=-584/1206,18-20=-212111203,20-21=-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=4.2psf;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 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 Ib uplift at joint 2,1146 Ib uplift at joint 27,1470 Ib uplift at joint 26 and 646 Ib 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 pudin 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 Ib down and 461 Ib up at 26-0-0,and 967 lb down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C Standard WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev.10/03/2015 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 applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Sulte 312,Alexandria,VA 22314. Tampa,FL 33610 JobTruss Truss Type Qty Ply 62'Grand Carlton III with porch 79680960 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:_etCi cxC3ixVV?huls?ypJyuFU K-Tv7cDbWA91H D U4W89cyYx9pgDz6A_CfDifCdEvySYQq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(1`=-27),24-33=-20,3-11=-126(F=-72),11-21=-126(F=72) Concentrated Loads(lb) Vert:29=-641(F)24=-641(F) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a Truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall HT It 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 Job Truss Truss Type Qty Ply62'Grand Carlton III with porch T9680961 M11323 GRB 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 Pagel I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbWA91 HDU4W 89cyYx9piuz4F_CMDifCdEvySYQq r1-0 g 8-0-0 L3:8-0 17-0-0 20-4-0 26-0-0 34-0-0 35-0•Q 1-0-0 8-0-0 5 8-0 3-4-0 3-4-0 5 8-0 8-0-0 i-0-0 Scale=1:60.1 5x8 MT18HS= 4x10= 5x8 MT18HS= 4.00 12 2x3 I I 4x6= 2x3 I I 3 23 4 5 6 7 24 8 N •11 2 9 10I� 1 m o 16 15 14 13 12 11 4x5— 3x6 11 4x6— 6x10= 6x10= 46= 3x6 II 4x5— 8-0-0 13-6-0 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 Y)-- [2'0-2-2 Edge] [3:0-5-4,0-2-81,[5'0-3-0 Edge) [8:0-5-4,0-2-81,[9:0-2-2 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 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/TPI2007 (Matrix-M) Weight:153 lb 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 midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (Ib/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=369(LC 8) Max Grav 2=1 479(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=-351411878,3-23=-2062/1226,4-23=-2062/1226,4-5=-2062/1226,5-6=-2062/1226, 6-7=-1265/2545,7-24=-1265/2545,8-24=-1265/2545,8-9=-692/331 BOT CHORD 2-16=-1655/3336,15-16=1 676/3398,14-15=-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)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.ll; 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 fora 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 Ib uplift at joint 2,2549 Ib uplift at joint 13 and 369 Ib 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 Ib down and 461 Ib up at 26-0-0,and 967 Ib down and 461 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=-49(F=-29),11-20=-20 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall• - building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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 huss 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.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 rA Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680961 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYQp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) 0 WARNING.Verity 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 ITS I' 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 :t Job Truss Truss Type Qty Ply �JobReference rlton III with porch T966D962 M11323 J2 MONO TRUSS 8 1 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 1 D:x17zS IzTbJCDII rGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NY1juxMxJyAnLySYQp i -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 F12 2 1 4 3x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 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(TL) 0.00 2 n/a n/a BCDL 10.0 Code F13C2014/TPI2007 (Matrix-M) Weight:8 Ib 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=14310-8-0,4=21/Mechanical Max Horz 2=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) 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.ll; Exp 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 Ib uplift at joint 3,131 Ib uplift at joint 2 and 3 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 111I1-7473 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 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 tracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 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 ejuxMxJyAnLySYQp 1-0-0 4-0-0 1 0 0 4-M Scale=1:11.2 3 4.00 12 2 1 4 3x4= 4-0-0 __-- 4-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defi Lid 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 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:14 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical 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=14fh 8=5211h 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 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 Ib uplift at joint 3,171 Ib uplift at joint 2 and 2 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfFEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 MiTek• B 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 Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty �71 2'Grand Carlton III with porch T9660964 M11323 J6 MONOTRUSS B ob 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:tP6jtzr7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH 1_10av6FnozSLAWAzhkJnySYQo -1-0-0 6-0-0 1 0 0 6-0-0 Scale=1:14.8 3 4.00 12 2 1 J 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 FBC2014[TP12007 (Matrix-M) Weight:20 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=218(LC 8) Max GraV3=1 20(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(fb)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=52fh 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 Ib 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. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE � Design valid for use only with M(Tek®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 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 Ir rp Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680965 M11323 J8 MONO TRUSS 20 1 JobReference(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_fXi4uz9yuFUG-PH EMdHYOgvMOgXH 1_10av9TniOSLAWAzhkJnySYOo 1-0-0 8-0-0 1-0-0 8-M Scale=1:17.7 3 4.00 12 2 1 r 4 3x4= B-M Plate Offsets(X,Y)-- (2:0-1-2,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 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/TP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 or purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max 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) FORCES. (lb)-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=14fh B=5211;L=34fh 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 fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 Ib uplift at joint 3 and 265 Ib uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,noT a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r balding 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 l 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 Truss Type Qty Ply 62'Grand Carlton III with porch • T9680966 M11323 KJ8 MONO TRUSS 4 1 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:Lcg54J7LuEancmZr4Qb7W MyuFUF-PHEMdHYQgvMOgXH l_1 OavAingZSFRWAzhkJnySYQo 1-5-0 7-3-4 11-3-0 1-5-0 7-3-4 3-11-12 Scale=1:20.8 4 2.83 F12 3x4 3 2 7 6 3x4= 2x3 I l 5 3x4= 7-3-4 11-3-0 i 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) 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 FBC2014ITP12007 (Matrix-M) Weight:44 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/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) 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 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.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)na 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 Ib uplift at joint 4,312 Ib uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(pif) Vert:2=0(F=27,B=27)-to-4=152(F=-49,B=-49),8=0(F=10,B=10)-to-5=-56(F=-18,B=-18) ® WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE Mll-7473 rev-10/03/2015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must 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• 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/iPI 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 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 1 /4 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 or X-bracing,is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For o�1/Idr wide truss spacing,individual lateral braces themselves WEBS cab 4 may require bracing,or alternative Tor I 01 p bracing should be considered. 02 O p = 3. Never exceed the design loading shown and never a �p ; O stack materials on inadequately braced trusses. 0 a0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 c6-7 csb — designer,erection supervisor,property owner and plates 0-1r0 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 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. K 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-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of on engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for,crushing only. ��R 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSIITPI1: 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 Bracin is not sufficient. BCSI: BuildingComponent Safe Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for I/ Handling, MiTeka ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate • Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015