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HomeMy WebLinkAboutTruss info Lumber design;values"arR in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko \, ��� RE: ml1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd.. T p V. �361MOd21 Customer Info: WYNNE BUILDING CORPORATIN Project Name: 70' CARLTON, : Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual,Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# Truss Name Date 1 1 T12272590 1 A 10/16/17 18 IT12272607IJ8 10/16/17 12 I T12272591 J Ai 1 10/16/17 1 19 l T12272608 1 JA 1 10/16/17 13 1 T12272592 1 A2 1 10/16/17 1 20 I T12272609 I JB 1 10/16/17 4 T12272593 1 A3 1 10/16/17 1 21 I T1 227261 0 1 JC 1 10/16/17 5 T12272594 1 A4 1 10/16/17 1 22 1 T12272611 1 KJ5 1 10/16/17 1 6 T12272595 1 A6 10/16/17 23 1 T12272612 1 KJ8 10/16/17 7 T12272596 B 110/16/17 I24 1 T12272613 1 KJA 1 10/16/17 1 18 1 T12272597 I BH7 1 10/16/17 l25 1 T12272614 1 KJB 1 10/16/17 19 1 T12272598 1 GRA 1 10/16/17126 1 T1 22726151 MV2 1 10/16/17 110 1 T12272599 1 G R B 1 10/16/17 1 27 1 T1 2272616 1 MV4 1 10/16/17 ill I T12272600 1 GRC 1 10/16/171 112 I.T12272601 J J1 1 10/16/17 113. I T12272602 I J2 1 10/16/17 114 I T12272603 I J3 1 10/16/17 15 JT122726041A 10/16/17 16 I T12272605 I J5 1 10/16/17 117 I T12272606 I J6 110/16/17 1 The truss drawing(s)referenced above have been prepared by ``�� ► rrrr,��� MiTek USA,Inc.under my direct supervision based on the parameters ,�`�p . . •q<B� provided by Chambers Truss: ��`���;• ' N S�c••,2� �� Truss Design Engineer's Name: Albani, Thomas N 39380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE' The seal on these truss component designs is a certification ' 4 'e A S TE OF :•W that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters �� .C�'••A, p:.� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ����5• O R 1 O, \,�� given to MiTek. Any project specific information included is for MiTek's customers �i� S'/• •�� file reference purpose only,and was not taken into account in the preparation of i�,��r0 N A'1�� 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 omas A.Mani PE No.39380 should verify applicability of design parameters and properly incorporate these designs &DSA,Inc-K Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. Parke East Blv-a (i�FL 33610 Date: P�l October 16,2017 File Copy Albani,Thomas 1 of 1 __] Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272590 M11324 A COMMON 10 1 Job Reference(optional) ,Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:33 2017 Page 1 1 D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-o2C7xBu9O3r WcRCRfYvSsOtMBdKsvmSigdxe_8ySt0a r1.0-Q 8-4-0 12-11-0 17-6-0 22-1.0 26-8-0 35-0-0 36-0-0 1-0-0 8-4-0 4-T 4-7-0 4-7-0 4-7-0 B-4-0 1-0-0 Scale=1:60.8 4.00 12 4x5= 6 2x3 I 25 26 2x3 II 3x6% 5 7 3x6 3x4 4 8 3x4 3 9 24 27 n1 2 10 11 N im O 17 16 15 28 29 14 13 12 6 4x5= 2x3 11 4x6= 3x8= 2x3 I I 4x5 3x8= 4x6= 8-4-0 12-11-0 22-1-0 26-8-0 35-0.0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.29 14-15 >999 360 MT20 2441/19D TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 HOrz(fL) 0.15 10 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:166lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Harz 2=-223(LC 8) Max Uplift2=775(LC 10),10—775(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-3164/2027,3-24=-3095/2039,3-4=-2677/1777,4-5=-2606/1788,5-252680/1878, 6-25=-2629/1901,6-26=-2629/1901,7-26=-2680/1878,7-8=-2606/1788,8-9=-2677/1777, 9-27=-3095/2039,10-27=-316412027 BOT CHORD 2-17=-1759/2967,16-17=-1759/2967,15-16=1759/2967,15-28=-1049/1961, 28-29=-1049/1961,14-29=-1049/1961,13-14=-1759/2936,12-13—1759/2936, 10-12=1759/2936 WEBS 6-14=-567/992,7-14=-282/268,9-14=-536/424,6-15=-567/992,5-15=-283/268, 3-15=534/424 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=12ft;B=45ft;L=50ft eave=6ft Cat.11; Exp C;Encl.,GCpi=O-18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Exterior(2)12-8-6 to 17-6-0,Interior(1)22-1-0 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)100.0Ib AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)The solid section of the plate is required to be placed over the splice line at joint(s)16,13. 5)Plate(s)at joint(s)16 and 13 checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.O psf bottom chord live load nonconcurrent with any other live loads. 7)`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=1O.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except Qt=lb)2=775, 10=775. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING•Verity deslgn parameters and READ NOTES oN THIS AND INCLUDED MfrEK REFERANCE PAGE MII-7473 rev.f0103f1015 BEFORE USE. 'pW 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 tits design Into the overall �i��'YY building design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only.Additional temporary and permanent bracing tq W iTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereotion and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 j I Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272591 M11324 Al SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:141:34 2017 Pagel ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-GEmV8XvngNzNDbndDFOhOcOR_i aOeF7rvHhBW byStOZ r1-0-0 7-8-0 13-7-8 17-6-0 23-11-12 26-9-10 35-0-0 36-0-0 7-8-0 5-11-8 3-10-8 6-5-12 2-9-14 8-2-6 1-0-0 - Scale=1:61.8 4.00 FIT 5xB= 6 2x3 I I 2x3 I I 3x6% 22 5 23 5x6 WB� 7 3x4% 4 8 2x3 3 9 21 24 ur 2 12 10 „ 1 11 26 5x12 MT18HS= t� 0 25 0 14 13 3x6% 2x3 II 5x12= 3xi2= 2.00 F12 7-8-0 13-7-8 23-11-12 35-" 7-5-0 5-11-8 10-4-4 11-0-4 Plate Offsets MY)— f2:0-3-14,0-1-81,f8:0-3-O,Edgel,f10:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(fL) -1.73 12-13 >243 240 MT16HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:159lb FT,=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-12 6-12:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,10=1334/0-8-0 Max Horz2=223(LC 9) Max Uplift2=833(LC 10),10=816(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=3085/2236,3-21=-3021/2253,3-4=2498/1935,4-22_2446/1941,5-22=-2409/1949, 5-6=-2472/2055,6-23—5166/3916,7-23=-5221/3903,7-8=-5137/3782,B-9=-5179/3779, 9-24—5502/4051,10-24=-5574/4036 BOT CHORD 2-14=1970/2875,13-14=-1970/2875,13-25=-1404/2117,25-26=1399/2125, 12-26=-1394/2141,10-12=-3719/5307 WEBS 3-13=-634/453,5-13—293/335,6-13=296/541,6-12=-2319/3328,7-12=-303/371, 9-12=-392/347 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=12ft;B=45ft;L=50ft eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Exterior(2)12-8-6 to 17-6-0,Intedor(1)22-3-10 to 31-2-6 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)4,6. 5)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about its center. 6)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about Its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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. 9)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=833, 10=816. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • II ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10,1032015 BEFORE USE 'pq Design volld for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not tl� 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.Addillonal 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Insfitule.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272592 M11324 A2 SPECIAL 1 7 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14;35 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-kQKtMtvPwg5ErlMgmacwxpyfwQw5NeX_8xQ121yStOY 1-0- 8-0-1 13-7-8 i6-0-0 79-0-0 23-11-12 26-9-9 35-0-0 6-0- -0-0 8-0-1 5-7-7 2-41 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 Scale:3/16°=l' 4.00 F12 5x6= 4x4= 5 6 3x4 5x6 WB% 3x8 7 5x6 34 89 u 22 23 12 2 10 11 J 13 5x12MT18HS= Icy 15 14 3x10= o 2x3 I 5x6= 3x12 3x6= 2.00 FIT 8-0 1 73 7-8 19-0-0 23-11-12 35-" 8-0-1 5-7-7 5-4� 4-11-12 11-0-0 Plate Offsets(X Y)-- f2:0-1-10 0-0-01 K:0-2-4 Edge],f8:0-3-0 0-3-4) (10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) l/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:161 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0,10=1335/0-8-0 Max Horz2=-205(LC 8) Max Uplift2—833(LC 10),10=-817(LC 10) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-3118/1956,3-22=-3008/1967,3-4=-2433/1562,4-5=-2425/1583,5-6—2462/1656, 6-7=-2607/1689,7-8=-5109/3125,8-9=�-5135/3117,9-23=5495/3487,10-23=-5565/3476 BOT CHORD 2-15=-1702/2901,14-15—1702/2901,13-14=1175/2253,12-13—2733/4919, 10-12=-3180/5295 WEBS 3-15=0/252,3-14=-808/587,5-13=-203/557,6-13=347/618,7-13=-2747/1646, 7-12=1055/1914,9-12=-465/457 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=12ft;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Exterior(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 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 100 lb uplift at joint(s)except(jt=lb)2=833, 10=817. 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 AMC INCLUDED MITEK REFERANCE PAGE MB-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 tnrss system.Before use,file 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandra.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272593 M11324 A3 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTak Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9U1 VqugFK65o8MbAlaTySt0X 1-0 8-0-1 14-0-0 21-0-0 23-11-12 26-9.10 35-0-0 6-0- -0-0 8-0-1 5-11-15 7-0-0 2-11-12 2-9-14 8-2fi 1-0-0 Scale=1:62.9 5x6= 46= 4.00 12 4 5 3x8 6 3x4% 2x3 3 7 N 20 21 10 e1 2 11 9 N 8 T Sx12 MT18HS= Ich 3x8= 6 13 12 6 2x3 II 5x6 3x12= 4x5= 2.00 12 8-0-1 13-7-8 21-o 0 23-11-12 35-" 8-0-1 5-7-7 7-4-8 2-11-12 11-0-0 PlateOffsets(XY)-- f8'0-1-15Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.21 10-19 >347 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.73 HOrz(TL) 0.42 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:158 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,8=1334/0-8-0 Max Horz 2=-181(LC 8) Max Uplift2=-834(LC 10),8=816(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20_3072/1947,3-20=-3006/1958,3-4=-2470/1649,4-5=-3084/2041,5-6=-3225/2094, 6-7=-5097/3151,7-21=-5498/3558,8-21=5568/3547 BOT CHORD 2-13=1687/2851,12-13=1687/2851,11-12=-1283/2335,10-11=-2748/4870, 8-10=3247/5298 WEBS 3-12=-690/474,4-11=479/955,5-11=-345/702,6-11=2237/1326,6-10—1090/1891, 7-10=-516/510 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=12ft B=45ft;L=501t;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Intedor(1)3-9-10 to 31-2-6,Extedor(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 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 100 lb uplift at joint(s)except Qt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design vaild 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 p T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing t1 eW 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,Alexandria.VA 22314. Tampa,FL 33610 1 i I I• Job Truss Truss Type ply Ply 70'Carhon Elev D T12272594 M11324 A4 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVgpgFV6508MbAlaTyStOX 1-0 6-5-8 12-0-0 17-8-4 23-0-0 2 -11-2 26-9-9 35-0-0 6-0- -0-0 6-5-8 5f-8 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 1-0-0 Scale=1:62.9 5x6= 3x4= 5x8— 2x3 II , 4.00 12 4 5 6 7 2x3 2x3 8 3 n 21 22 h J- 5x12 2 11 910IT MT18HS= d 6 12 14 13 3x4 3x6% 3x4= 5x6= 2.00 12 3x12= 8-8-2 13-7-8 17-6-0 23-11-12 35-0-0 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Plate Offsets(XY)-- f2'0-3-140-1-81 (6:0-4-00-2-31 f9'0-1-15Edge) LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >349 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:160lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,9=1336/0-8-0 Max Harz 2-157(LC 8) Max Uplift2=-831(LC 10),9=-818(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 2-21=-3149/2100,3-21=-3094/2113,3-4=-2905/1951,4-5=-2565/1803,5-6=-3339/2294, 6-7=-5060/3236,7-8=-5111/3235,8-22=-5516/3643,9-22=5586/3632 BOT CHORD 2-14=-1853/2936,13-14=-1432/2447,12-13=-2010/3393,11-12=-2386/4107, 9-11=-3329/5316 WEBS 3-14=-351/364,4-14=-240/456,4-13_160/406,5-13=-1117/691,5-12=139/464, 6-12=-857/437,6-11=-1124/1981,8-11=528/512 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=12ft;B=4511;L=50ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Intedor(1)3-9-10 to 31-2-6,Extedor(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 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 100 lb uplift at joint(s)except Ot=lb)2=831, 9=818. d fixity model was used in the analysis and design of this truss. 9)"Semi-rigid pitchbreaks including heels"Member en fix ty m y g ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mf1-7473 rev.10/0312015 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,dellvery,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 I Job Truss Truss Type Oty Ply 70'CarRon Elev D T12272595 M11324 A6 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:37 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-hpSenZxgSHLy53WCu0_OOE2?pEforfeHbFvs7vyStOW 1.0-0 6-7-15 10-0-0 13-8-0 21-4-0 25-0-0 28-4-1 350-0 160 6 10 1-0-0 6-7-15 3 4-1 3 8-0 7-8-0 3 8-0 3 4-1 6-7-15 1-0-0 Scale=1:61.8 5x8= 2x3 I i 2x3 I I 5x8= 4.00 FIT 4 23 24 5 25 26 6 27 28 7 2x3 :,,2x3i 3 8 i m 0. r fi n 2 9 10 �11 t m 6 0 16 15 14 13 12 11 3x4= 3x4 3x4= 3x4= 3x6% 4x6= 4x6= 3x6 10-0-0 13-8-0 1 21-4-0 25-0-0 i 35-" 10-0-0 3-8-0 7-8-0 3-8-0 10-0-0 Plate Offsets(X Y)-- f2:0-3-14 0-1-81 (4:0-5-4 0-2-81 f7:0-5-4 0-2-81 f9:0-3-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(fL) -0.90 13 >285 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:153 lb Fr=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0,14=369/0-8-0,9=1210/0-8-0 Max Horz2=133(LC 9) Max Upljft2=690(LC 10),14=216(LC 10),9=744(LC 10) Max Grav2=1119(LC 1),14=440(LC 19),9=1215(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2427/2216,3-4=2088/1872,4-23=-2413/2208,23-24=-2413/2208,5-24=2413/2208, 5-25=2413/2208,25-26=-2413/2208,6-26=2413/2208,6-27=-2413/2208, 27-28=-2413/2208,7-28=-2413/2208,7-8=-2362/2100,8-9=2639/2389 BOT CHORD 2-16=-1947/2257,15-16=-1488/1949,14-15=-1488/1949,13-14=1885/2413, 12-13=-1720/2226,11-12=-1720/2226,9-11=-2102/2449 WEBS 3-16—407/543,4-16=161/272,4-14=539/804,5-14—514/583,6-13=-238/314, 7-13=-224/323,7-11=-265/369,8-11—317/459 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=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-1-0-0 to 16-9-7,Interior(1)16-9-7 to 18-2-9,Exterior(2)18-2-9 to 25-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)2=690, 14=216,9=744. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII.7473 rev.10=12015 BEFORE USE. Design valid for use oNy 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,seeANsf/TPII 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 j i Job Truss Truss Type Oty Ply 70'Carhon Elev D T12272596 M11324 B COMMON 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:38 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV i .1.0-0 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 Scale=1:24.9 4x6= 3 4.00 12 rZ � 2 I� m 0 5 3x5= 2x3 3x5= 6-11-0 13-10-0 6-11-0 6-11-0 Plate Offsets(XY)-- f2:0-0-6 Edge],f4:0-0-6 Ed el LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (1oc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:47 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4SPNo.3' REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz 2=93(LC 9) Max Uplift4=-294(LC 10),2=-375(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/775,3-4=-818/775 BOT CHORD 2-5=-609/726,4-5=609/726 WEBS 3-5=14/271 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=1211;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=D.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=294, 2=375. 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 MO-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.this design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 Job Truss Truss Type Oty Ply 70'Carhon Eiev D T72272597 M11324 BH7 BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOSEyw_vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21-6-0 1-a 7-a0 9-6-0 11-6-0 13-s-0 1 - 0 17-6-0 19-6-0 21-a0 Z_6-0 25-6-0 28-ao 35-0-0 36-0- 1.0-0 7-0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-a0 1-6-00-6- 2-0-0 2-0-0 2-6-0 7-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale:3/16°=1' ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 12 4x6= 12 14 16 3x6% 9 19 4x6 Sx12 q 6 43 g �,Ix 22 qq 24 5x12 %3 11 15 4 18 26 0 27 19 42 21 45 yr u> 2 28 29 ,n N dI1 I fi O 35 34 33 32 31 30 0 4x6= 3X8= 3x4= 4x6= 4x5= 3x6= 7-0-0 i 14-0-0 21-0-0 8-0-0 35-" 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(X Y)-- (24-0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP; TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(fL) -0.79 32-33 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):11,18,15,7,23 REACTIONS. (lb/size) 2=1349/0-8-0,28=1349/0-8-0 Max Harz 2=223(LC 8) Max Uplift2=825(LC 10),28=825(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-42=-3169/2439,3-42=-3067/2449,3-4=-1176/925,4-6=-1123/915,6-43=-1106/917, 8-43=1106/919,8-9=-1110/951,9-12=1090/1003,12-14=1094/1064,14-16=-1093/1064, 16-19=-1090/1002,1 9-2 2=-1 1101951,22-44=-1106/919,24-44=-1106/917, 24-26-l 123/915,26-27=l 176/925,27-45=3068/2449,28-45=3170/2439, 3-5=-2261/1955,5-7=-2264/1959,7-10=-2264/1959,10-11=-2264/1959, 11-1 3=-2264/1959,13-15=-2264/1959,15-17=-2264/1959,17-18=-2264/1959, 18-20-2256/1955,20-21=2256/1955,21-23=-2256/1955,23-25=2256/1955, 25-27=2252/1950 BOT CHORD 2-35=-2167/2956,34-35=2176/2940,33-34=-2176/2940,32-33=2536/3305, 31-32=-2177/2940,30-31=-2177/2940,28-30=-2168/2957 WEBS 3-33=390/438,18-33=-458/467,27-32=-385/414,14-15-396/426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12fh B=45ft L=50ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 10-8-9,Exterior(2)10-8-9 to 17-6-0,Interior(1)24-3-7 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;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 100 lb uplift at joint(s)except Qt=lb)2=825, 28=825. 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. i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPI1 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 Job Truss Truss Type Oty Ply 70'Carhon Elev D T12272598 M11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5fTrO2R6Jd6a2ZOyBoyStOU -1-0-0 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4 Scale=1:27.4 2.37 F,2 4x4= 4x4= WO7:::: WO= 4.00 12 19 4 20 21 5 22 6 3 7 12 23 11 10 24 9 2x3 I 3x4= 3x4= 23 11 3x4= 3x4= 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT2o 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horc(fL) 0.03 7 n/a nla BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:58lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0,7=770/0-8-0 Max Horz2=65(LC 7) Max Uplift2=-523(LC 8),7=523(LC 8) Max Grav2=789(LC 17),7=789(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1637/1097,3-19=-1654/1137,4-19—1636/1125,4-20—1619/1110, 20-21=-1619/1110,5-21=1619/1110,5-22=-1636/1123,6-22=1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522,12-23=984/1524,11-23=-984/1524,10-11=-1085/1619, 10-24=-939/1524,9-24=-939/1524,7-9=945/1522 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=12ft;B=45ft;L=50ft;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)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 100 lb uplift at joint(s)except Qt=lb)2=523, 7=523. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0,113 lb down and 146 lb up at 5-7-3,60 lb down and 129 lb up at 5-11-0,60 lb down and 129 lb up at 7-11-0,113 lb down and 146 lb up at 8-2-13,and 85 lb down and 124 lb up at 8-10-0,and 63 lb down and 139 lb up at 9-8-8 on top chord,and 6 lb down and 7lb up at 4-1-8,18 lb down and 15 Ib'up at 5-0-0,33 lb down at 5-7-3,39 lb down at 5-11-0,39 lb down at 7-11-0,33 lb down at 8-2-13,and 18 lb down and 15(b up at 8-10-0,and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 9)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:1-3=-54,3-4=-54,4-5=-54,5-6=-54,6-8=-54,13-16=20 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.101032015 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 M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 T"USISIAL Type Oty Ply 70'Carhon Elev D GRA 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=7(B)4=-64(B)5=-64(B)6=7(B)12=-6(B)11=-35(B)1035(B)9=6(B)19=28(B)20=-60(B)21=-60(131)22=28(B)23=18(B)24—1 B(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 frrrss 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,deilvery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNd.i Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 1 i Job Truss Truss Type Oty Ply 70'Carlton Elev D T12272599 M11324 GRB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazYICjXyW FnZW X5etgad Rml2zTkHD8Wj EyStOT H155-0-0 10-3-0 6-0 21-6-0 26-2-0-0-0 28-19 35-0-0 6-0 5-0-0 5-3-0 5-3-0 6 4-8-0 1-11-0 6-11-0 -0-0 Scale:3/16"=l' 2x3 11 4x4= 4.00 12 4x8= 3x4= 3x6= 2x3 II 4x4= 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 N 2 10 11 1 dI1 1� o � 18 36 37 17 38 16 39 5x6=4041 42 14 4313 12 3x4= 2x3 11 3x4= 3x6= 3x4 3x6= 3x4 3x4= 5-0-0 10-3-0 15-6-0 21-6-0 28-1-0 35-" 5-0-0 5-3-0 531 6-0-0 6-7-0 6-11-0 Plate Offsets(X Y)-- 13-0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.17 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:146 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 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 WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=546(LC 8),15=835(LC 8),14=-542(LC 8),10=-328(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=803(LC 17),15=1303(LC 1),14=906(LC 1),10=531(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1684/1053,3-25=-1384/936,25-26=-1384/936,4-26=1384/936,4-27=-288/567, 27-28=-288/567,28-29=288/567,5-29=28B/567,5-30=288/567,6-30=-288/567, 6-31=-288/567,31-32=-288/567,32-33=-288/567,7-33=-288/567,7-34=-288/567, 34-35=-288/567,8-35=-288/567,8-9=-616/296,9-10=644/276 BOT CHORD 2-18=907/1561,18-36-902/1574,36-37=902/1574,17-37=902(1574,17-38=-838/1384, 16-38=-838/1384,16-39-838/1384,39-40=838/1384,15-40=838/1384, 15-41=-567/412,41-42=-567/412,42-43=567/412,14-43=567/412,13-14=-125/571, 12-13=-125/571,10-12=147/549 WEBS 3-18=0/306,4-17=0/349,4-15=2031/1286,6-15_504/480,7-14=-430/408, 8-14=-978/572 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mphi TCDL=4.2psf;BCDL=3.opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=o.18;MWFRS(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 546 lb uplift at joint 2,835 lb uplift at joint 15 ,542 lb uplift at joint 14 and 328 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12,100 lb down and 129 lb up at 9-0-12,100 lb down and 129 lb up at 11-0-12,100 lb down and 129 lb up at 13-0-12,100 lb down and 129 lb up at 15-0-12,100 lb down and 129 lb up at 17-0-12,and 100 lb down and 129 lb up at 19-0-12,and 10o lb down and 129 lb up at 21-1-4 on top chord,and 83 lb down at 5-0-0,39 lb down at 7-0-12,39 Ib down at 9-0-12, 39 lb down at 11-0-12,39 lb down at 13-0-12,39 lb down at 15-0-12,39 lb down at 17-0-12,and 39 lb down at 19-0-12,and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). S Marl 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 verity the applicability of design parameters and properly incorporate this design into the overall �y T Wilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1'�Af 1��• 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 Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL'33610 I Job 71"uss T72272599 Truss Type Qty Ply 70'Carkon Elev D M11324 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 2 ID: kfiGCA6bx7i2Syl H DXFw7ye3KX-507m PazylgXyW FnZWX5etgad Rml2zTkH D8 Wj EyStOT LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-8=-54,8-9=-54,9-11=54,19-22=20 Concentrated Loads(lb) Vert:3=160(F)18=-45(F)25=60(F)26=-60(F)27=-60(F)29=60(F)30=-60(F)31—60(F)32=60(F)33=-60(F)36=-13(F)37=-13(F)38—13(F)39=-13(F)40=-13(F) 41=-13(F)42=-13(F)43=-13(F) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-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,fhe 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 stabllity 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,seeANSf/TPII 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 I Job Truss Truss Type Oty Ply 70'Canton Elev D ' T72272600 M11324 GRC HIP 1 1 Job Reference(optional). Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTsk Industries,Inc. Mon Oct 16 11:14:41 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Zah8cw_AW WrOZggz7D2KA4Chvr1 unLGtWtt3GhyStOS r1-0-Q B-0-0 13-8-0 17-6-0 21-4-0 27-0-0 35-0-0 36-0-0 1-0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 1-0-0 Scale=1:61.8 5x8 MT18HS= 5x8 MT18HS= 4.00 F12 2x3 I 3x8= 3x6= 2x3 I 3 23 24 25 4 26 27 285 6 729 30 31 32 8 N N N i 2 9 10 l� O IM O 6 16 33 1s 14 34 35 36 37 13 38 12 39 11 3x5% 2x3 II 3x6= 6x10= 6x10= 3x6= 2x3 II 3x5 ZZ 8-0-0 1"-0 21-4-0 27-01 35-0-0 8-0-0 5-8-0 7-8-0 5-8-0 8-" Plate Offsets(X Y)-- 12.0-3-14 0-1-81 f3:0-5-4 0-2-81 f8:0-5-4 0-2-81 f9:0-3-14 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(fL) -0.38 13-14 >680 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:157lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 3-14,5-14 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0,14=3518/0-8-0,9=1218/0-8-0 Max Horz2=-109(LC 6) Max Uplift2=-323(LC 8),14=-2093(LC 8),9-780(LC 8) Max Grav2=458(LC 17),14=3518(LC 1),9=1220(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=317/187,3-23=1062/1902,23-24=-1062/1902,24-25=-1062/1902,4-25=-1062/1902, 4-26-1062/1902,26-27=-1062/1902,27-28=-1062/1902,5-28=1062/1902, 5-6=-1918/1207,6-29=-1918/1207,7-29=-1918/1207,7-30-1918/1207, 30-31=-1 918/1207,31-32=-1918/1207,8-32=-1918/1207,8-9=-2666/1597 BOT CHORD 16-33=164/271,15-33=-164/271,14-15=164/271,14-34=-154/251,34-35=-154/251, 3 5-3 6=-1 541251,36-37=154/251,37-38=-154/251,13-38=-154/251,12-13=1397/2496, 12-39=-1397/2496,11-39=-1397/2496,9-11=1388/2466 WEBS 3-16=-171/645,3-14=-2381/1445,4-14=-646/592,5-14=-2622/1675,5-13=-1101/2042, 7-13=599/556,8-13=645/411,8-11=169/645 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=1211;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 2,2093 lb uplift at joint 14 and 780 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)182 lb down and 312 lb up at 8-0-0, 107 Ib down and 173 Ib up at 10-0-12,107 lb down and 173 lb up at 12-0-12,107 lb down and 173 lb up at 14-0-12,107 Ib down and 173 Ib up at 16-0-12,107 Ib down and 173 Ib up at 16-11-4,107 lb down and 173 lb up at 18-11-4,107 lb down and 173 lb up at 20-11-4,107lb down and 173 lb up at 22-11-4,and 107 lb down and 173 lb up at 24-11-4,and 182 lb down and 312 Ib up at 27-0-0 on top chord,and 411 lb down and 242 lb up at 8-0-0,79 lb down and 1 lb up at 10-0-12,79 lb down and 1 lb up at 12-0-12,79 lb down and 1 lb up at 14-0-12,79 lb down and 1 lb up at 16-0-12,79 lb down and 1 lb up at 16-11-4,79 lb down and 1 lb up at 18-11-4,79 lb down and 1 lb up at 20-11-4,79 lb down and 1 lb up at 22-11-4,and 79 lb down and 1 lb up at 24-11-4,and 411 lb down and 242 lb up ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a irrrss system.Before use,the building designer must veilty 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 trusssystems,seeANSt/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 � i Job Truss Truss Type Qty Pty 70 Carlton Elev D T12272600 M11324 GRC HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:41 2017 Page 2 ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Zah8cw_AW WrOZggz7D2KA4Chvrl unLGtWtt3GhyStOS NOTES- 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(pill Vert:1-3=54,3-8=54,8-10=-54,17-20=-20 Concentrated Loads(lb) Vert:3=-126(B)6=-107(B)8_126(B)15_50(B)16=-411(B)11=411(B)12=-50(B)23=-107(B)25=-107(B)26=-107(B)27=-107(B)28=-107(B)29=-107(B)30=-107(B) 32=107(B)33=50(B)34=50(B)35=-50(B)36_50(B)37=50(B)38=-50(131)39=-50(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BN,d. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 I i I P Job Truss Truss Type Qty N 70'Carhon Elev D T12272601 M11324 J1 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 ID: kf iGCA6bx7j2Syl HDXFw7ye3KX-1 mFW qG?oHgzFBgOAhxaZj II_dFXGW_fOlXddo7yStOR -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 3x4= 1-M 1-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >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 F13C2014fTPI2007 (Matrix-M) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 10) Max Uplift3—5(LC 7),2=-127(LC 10),4=-2(LC 7) Max Grav3=12(LC 15),2=113(LC 1),4=11(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=12fh B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design paramefor.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 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 truss systems,seeANSI/TPit Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I . Job TJ2 ss Truss Type ¢ty Ply 70'Carlton Elev D T12272602 M11324 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjll_dFXg.W_fOlXddo7yStOR -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 N 2 O N r 0 1 4 3x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 10) Max Uplift3=-30(LC 10),2=-131(LC 10),4=3(LC 7) Max Grav3=40(LC 15),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=501t;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.10)V12015 BEFORE USE. �pm Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ss m Eve a truss system .Before use,the building designer,must verify the applicability of design parameters and properly Incorporate this design into the overall ve 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 poss(bie 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 SCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D - T12272603 M11324 J3 MONO TRUSS 2 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvicOR2755p_zMEe5oGV19NfgdFRvAzBMAKZyStOQ -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 4.00 F12 2 ' 1 4 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in, (loc) Udefl Ud PLATES GRIP'' TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc.purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) '3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Harz 2=85(LC 10) Max Uplift3=-53(LC 10),2=-149(LC 10),4=3(LC 10) Max Grav3=64(LC 15),2=184(LC 1),4=44(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=12ft;13=45ft;L=50ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C.for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 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-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10I0312015 BEFORE USE. Design valid for use only with MlTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ice. J�Ea a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information avallable from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply. 70'Carlton Elev D T12272604 M11324 J4 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Vzpvl cOR2755p_zMEe5oGV16ufpl FRvAzBMAKZyStOQ -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 12 N r _N m 2 1 3x4= 4 4-M j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress[nor YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. 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=227/0-8-0,4=39/Mechanical Max Harz 2=104(LC 10) Max Uplift3=75(LC 10),2=-170(LC 10),4=-3(LC 10) Max Grav3=86(LC 15),2=227(LC 15),4=58(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=12ft;B=45ft;L=50fh eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,170 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 MITEK REFERANCE PAGE Mll-7473 rev.10/031,2015 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 flits 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 �iT�k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 Il ' Job Truss Truss Type (sty Ply 70'Carhon Elev D T12272605 M11324 J5 MONO TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 ID:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpv1 cOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ 1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 12 2 1 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:17Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 10) Max Uplif113=96(LC 10),2=-194(LC 10) Max Grav3=109(LC 15),2=276(LC 15),4=75(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=12ft;B=45ft;L=50ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 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 M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors:This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,flee building designer must verify the applicability of design parameters and property incorporate this design Into fhe overall met 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 Crtteria,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 j Job Truss Truss Type Qty Ply 70'Canton Elev D T12272606 M11324 J6 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 M I Mi I ek Industries,Inc.Mon Oct 16 11:14:44 2017 Page 1 I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-z9NH Fy03pRDy07YYoMcl ojg8f36C_u9JCr6js?ySt0P -7-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.5 3 4.00 12 2 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horc(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2=316/0-8-0,4=53/Mechanical Max Horz2=140(LC 10) Max Uplift3=115(LC 10),2=215(LC 10) Max Grav3=129(LC 15),2=319(LC 15),4=88(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=12ft;B=45ft;L=50ft;eave=611t;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 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 M/TEK REFERANCE PAGE MII-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 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 MiTeW 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,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 70'Carlton Elev D T12272607 M11324 is MONO TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:44 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-z9N HFyO3pR DyQ7YyoMc1 ojq EY393_u9JCr6js?yStOP 1-0-0 8-0-0 Scale=1:17.7 3 4.00 12 uy� 2 c±t 1 3x5= 4 8-0-0 8-0-0 Plate Offsets(X Y)-f2'0-1-10 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 4-7 >899 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 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:26lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=161/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC 10) Max Uplift3=-158(LC 10),2=-261(LC 10) Max Grav3=175(LC 15),2=411(LC 15),4=119(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=12ft;B=45ft;L=50ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 IRrss system.Before use,the building designer,must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Is always required for stability and to prevent collapse 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 Pty Ply 70'Cerhon Elev D T12272608 M11324 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1. ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-SLxfS11halLp2H71M37GLwNUsSX jLPTRVrHPSySt00 -1-0-0 2-4-3 1-0-0 2-4-3 Scale=1:8.5 3 4.00 12 2 1 4 3x4= 2.4-3 2-4-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:9lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical,2=154/0-8-0,4=25/Mechanical Max Horz 2=73(LC 10) Max Uplift3=-38(LC 10),2=-136(LC 10),4=-4(LC 10) Max Grav3=47(LC 15),2=154(LC 1),4=33(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.Opsl;h=1211h B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 3,136 lb uplift at joint 2 and 4 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 wdh 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 SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i , I �i Truss T e pty Ply 70'Ca�rlon2l.evJob Truss YPT12272609 M11324 JB MONO TRUSS 2 1Job R tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfS l l halLp2 H7IM37GLwN HMSP6jLPTRVrH PSySt00 5-5-11 1-2-5 5-5-11 Scale=1:12.9 3 3.35 F12 2 1 4 3x4= 5-5-11 5-5-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP I'i TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.06 4-7 >999 360 MT20 244/160 TCDL 7.0 Lumber DOL 1.25 BC 0:58 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:19lb FT LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=300/0-6-0,4=5 1/Mechanical Max Horz2=114(LC 10) Max Uplift3=-99(LC 10),2=-222(LC 10),4=-1(LC 10) Max Grav3=107(LC 1),2=300(LC 1),4=80(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1211;B=45ft L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3,222 lb uplift at joint 2 and 1 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MM-7473 rev.101032015 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/TPI I Quality Criteria,DSB-89 and_BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carlton Elev D T12272610 M11324 JC MONO TRUSS 2 t Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSllhalLp2H71M37GLwNUsSY_jLPTRVrHPSYSt00 -1-0-0 1-1-4 1-0-0 1-1-4 Scale=1:6.3 3 4.00 12 2 1 4 3x4= 1-1-4 1-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rl/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical,2=115/0-8-0,4=8/Mechanical Max Horz 2=50(LC 10) Max Upl1113=7(LC 7),2=126(LC 10),4=3(LC 7) Max Grav3=14(LC 15),2=115(LC 1),4=13(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;13CDL_-3.0psf;h=12ft;13=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extefior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 3,126 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-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 rise,the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall rT bullding deslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i1'�k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BN I. Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria VA 22314. Tampa,FL 33610 . I Job Truss Truss Type Qty Ply 70'Carlton Elev D � T12272611 M11324 KJ5 MONO TRUSS 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M79k Industries,Inc. Mon Oct 16 11:14;46 2017 Page 1 I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-wYV1 f e2JK2Tgg RixwmeVt8wdusrDSoecfgbgxuyStON -1-5-0 3-11-0 7-0-2 1 5 0 3 11-0 i Scale:3/4"=1' i 3 2.83 12 2 1 3x4= 4 7-0-2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:23lb 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 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical,2=264/0-11-5,4=78/Mechanical Max Horz2=109(LC 8) Max Uplift3=-167(LC 8),2=-206(LC 8) Max Grav3=184(LC 13),2=264(LC 1),4=119(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=12ft 13=45ft;L=501t;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 167 lb uplift at joint 3 and 206 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. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=95(F=20,B=-20),5=0(F=10,B=10)-to-4=-35(F=-8,B=-8) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITeW connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must 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 fabricaflon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Bulldng Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I I i Job Truss Truss Type �,Qty Ply 70'Carlton Elev D T12272612 M11324 KJ8 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8weGsr2SjY6fgbgxuyStON 1.5-0 7-2-7 11-3-0 1 5-0 7-2-7 4-0-9 Scale4 1: 2.83 12 3x4 12 3 11 10 c 2 ci 13 14 6 15 3t�= 2x3 3x4 I I 3x4= 5 7-2-7 11-0-12 1 -3 7-2-7 3-10-5 �d-�2-�4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=479/0-11-5,5=389/Mechanjcal Max Horz 2=178(LC 8) Max Uplift4=-94(LC 8),2=-339(LC 8),5=-213(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10—826/510,10-11—806/492,3-11=-776/448 BOT CHORD 2-13=-508/784,13-14=-508/784,6-14=-508/784;6-15=-508/784,5-15=-508/784 WEBS 3-6=0/270,3-5=859/557 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.0psf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.ll; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,339 lb uplift at joint 2 and 213 lb uplift at joint 5. 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)38 lb down and 61 lb up at 2-11-0, 38 lb down and 61 lb up at 2-11-0,8 lb down and 106 lb up at 5-8-15,8 lb down and 106 lb up at 5-8-15,and 42 lb down and 145 lb up at 8-6-14,and 42 lb down and 145 lb up at 8-6-14 on top chord,and 31 lb up at 2-11-0,31 lb up at 2-11-0,11 lb down and 31 lb up at 5-8-15,11 lb down and 31 lb up at 5-8-15,and 31 lb down and 14 lb up at 8-6-14,and 31 lb down and 14 lb up at 8-6-14 on bottom 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:1-4=54,5-7=-20 Concentrated Loads(lb) Vert:10=80(F=40,B=40)11=5(F=3,B=-3)12=-83(F=42,B=-42)13=14(F=7,B=7)14=-21(F=11,B=11)15—50(F=-25, B=25) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev.1e/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 [aY� a in=system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �q}g f l building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ItlAT �k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute-218 N.Lee Street-Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I Job TKJASS Truss Type Dry Ply 70'CarHon Elev D T72272613 M11324 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kOLSgNGCZBEumupKNTKyStOM _1_P_9 6-0-4 1-2-9 6-0-4 Scale=1:13.9 3 3.30 rl2 2 1 4 3x4= 6-0-4 6-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Weight:20lb 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 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 31/Mechanical,2=204/0-9-11,4=57/Mechanical Max Horz 2=97(LC 8) Max Upljft3=-124(LC 8),2—159(LC 8) Max Grav3=135(LC 13),2=204(LC 1),4=93(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=1211;13=45ft;L=50ft;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 124 lb uplift at joint 3 and 159 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. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(pif) Vert:2=0(F=27,B=27)-to-3=61(F=-14,B=-14),5=0(F=10,B=10)-to-4=-30(F=5,B=-5) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev.10/012015 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 j fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East BNd. Tampa,FL 33610 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. b Truss Truss Type Qty Ply 70'Carflon Elev D J• Y� T12272614 M11324 KJB MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSrdGDRBEumupKNTKyStOM 4-11-9 1-2-9 4-11-9 Scale:I"-1' 3 3.30 12 2 1 3x4= 4 4-11-9 4-11-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 HOrz(fL) 0.00 2 rda n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical,2=161/0-9-11,4=40/Mechanical Max Horz 2=75(LC 8) Max Uplift3=-82(LC 8),2—139(LC 8) Max Grav3=90(LC 1),2=161(LC 1),4=69(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)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=12ft;B=45ft L=50ft;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 82 lb uplift at joint 3 and 139 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. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-67(F—7,B=-7),5=0(F=10,B=10)-to-4=25(F=-2,B=-2) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-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 verity the applicability of design parameters and properly Incorporate Hits 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 MiTe'k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272615 M11324 MV2 VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Dct 1611:14:48 2017 Pagel I D:_kf iGCA6bx7j2Sy1 H DXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ?1 Agacwh8v7T4x?nyStOL 2-0-0 2-0-0 4.00 12 Scale=1:6.1 2 1 3 3x4 G f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:5lb FT=0! LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/2-0-0,2=30/2-0-0,3=11/2-0-0 Max Horz 1=21(LC 10) Max Upliftl=20(LC 10),2—30(LC 10) Max Grav1=42(LC 15),2=32(LC 15),3=22(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=12ft;13=45ft;L=50ft eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into The overall /g 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 Fty Ply 70'Canton Elev DT12272616 MV4 VALLEY 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJlBgzzZ?yOgYlwhBv7T4x9.nyStOL 4-0-0 4-0-0 Scale=1:9.5 2 3x4 I I 4.00 12 I 1 3 3x4% 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP; TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:12lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-0-0,3=109/4-0-0 Max Horz1=56(LC 10) Max Upliftl=-54(LC 10),3=-72(LC 10) Max Gravl=112(LC 15),3=117(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 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 MFrEX REFERANCE PAGE MII.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 Bits 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 MiTdk` 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 BNd. Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Symbols Numbering System ® General Safety Notes PLATE LOCATION N 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 �� ( ) Damage or Personal Injury - -- — � /4 ----offsets are indicated. - - -- — (Drawings-not snot to scale g j y Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. _ and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 c23 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves o WEBSb may require bracing,or alternative Tor I c �y v bracing should be considered. = a 3 b O 3, Never exceed the design loading shown and never stack materials on Inadequately braced trusses. a U 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 �7 c56 designer,erection supervisor,property owner and plates 0-'rib"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 MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19`Yo at time of fabrication. PRODUCT CODE APPROVALS 9, Unless expressly noted,this design is not applicable for PLATE SIZE [CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown, 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur, 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, �,k, 18.Use of green or treated lumber may pose unacceptable Effienvironmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19,Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone Nil is not sufficient. DSB-89: Design Standard for Bracing. Mil"ek" BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to'Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015