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HomeMy WebLinkAboutDrawing (2) ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® Q Ql< � r't€: m11324 - 70' Carlton Elev D MiTelk"USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model:Tampa,FL336104115 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. .No._.Seal# _ Truss Name Date No. Seal# I Truss Name I Date - 1 IT122725901A 10/16/17 18 IT12272607IJ8 10/16/17 12 I T12272591 J Ai 1 10/16/17 1 19 I T12272608 1 JA 1 10/16/17 1 13 1 T12272592 1 A2 1 10/16/17 I20 I T12272609 I JB 1 10/16/17 14 1 T12272593 1 A3 1 10/16/17 1 21 I T1 227261 0 1 JC 1 10/16/17 15 1 T12272594 1 A4 1 10/16/17 1 22 I T12272611 1 KJ5 1 10/16/17 1 16 T12272595 1 A6 1 10/16/17 1 23 1 T1 2272612 1 KJ8 10/16/17 1 17 1 T12272596 1 B 1 10/16/17 1 24 1 T12272613 1 KJA 1 10/16/17 18 I T12272597 1 BH7 1 10/16/17 1 25 1 T12272614 1 KJB 1 10/16/17 1 19 I T12272598 1 GRA 1 10/16/17 I26 1 T12272615 1 MV2 1 10/16/17 1 110 1 T12272599 1 GRB 1 10/16/17 I27 1 T12272616 1 MV4 1 10/16/17 1 ill I T12272600 1 GRC 10/16/17 112 I T12272601 I J1 'IL10/16/17 113 T12272602 1 J2 1 10/16/17 114 I T12272603 I J3 1 10/16/17 115 I T12272604 I J4 1 10/16/17 116 I T12272605 I J5 1 10/16/17 117 I T12272606 I J6 1 10/16/17 The truss drawing(s)referenced above have been prepared by �� �'r MiTek USA, Inc. under my direct supervision based on the parameters % `••••A<e oo°ee N SF•��i,ee�i provided by Chambers Truss. �� •' Truss Design Engineer's Name: Albani, Thomas 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 'o • OF :•� that the engineer named is licensed in the jurisdiction(s)identified and that they (V designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were eie s •' G�,�� fie MiTek. epld information c for tn mers lereference purposony,an was not ken into included in the preparation 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 Thomas A.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2017 Albani,Thomas 1 of 1 I Job Truss Truss Type Oty Ply 70'Cartlon Elev D T72272590 m11324 A COMMON 10 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:33 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-o2C7xBu9O3rWcRC RfYvSsOtM8dKsvm5igdxe_ByStOa �8 4-0 12-11-0 17-6-0 22-1-0 i 26-8-0 35-0-0 36-0-0 B-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0�1-00 ,- Scale=1:60.8 4.00 FIT 4x5= 6 2x3 II 25 26 2x3 II 3x6% 5 7 3x6 3x4% 4 8 3x4 3 9 24 27 1 11 n �1 2 at 0 Im 6 17 16 15 28 29 14 13 72 0 4x5 2x3 11 4x6= 3x8= 2x3 I 4x5= = 3x8= 4x6= 8-0E-0 12-11-0 22-1-0 26-8-0 35-0-0 -0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CS1. 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 244/190 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(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:166 lb 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 Horz2=-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=2606/1788,5-25=2680/1878, 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=-3164/2027 BOT CHORD 2-17=-175912967,16-17=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:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6fh Cat.II; Exp C;Encl.,GCpi=o.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,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 10.0 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=10.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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valld 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 appllcablllty of design parameters and properly Incorporate this design Into the overall -•Y bulldirlg 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 Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 70'Carlton Elev D T12272591 ml1324 Al SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:34 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-G EmVBXVn9NZN DbndDFQhOcQR_1 aOeF7rvHhBW byStOZ 1-0-0 7-8-0 13-7-8 17-6-0 23-11-12 26-9-10 35-0-0 36-0 r -0-0 7-8-0 5-11-8 3-10-8 6-5-12 2-9-14 8-2-6 1-0-0 i Scale=1:61.8 4.00 12 5x8= 6 2x3 I 2x3 I 3x6% 22 5 23 5x6 W B ZZ 7 3x4% 4 8 2x3 3 9 21 24 2 12 fI' N1 t0 11 N W 26 5x12 MT18HS= 6 25 0 14 13 3x6% 2x3 I 5x12= 3x12= 2.00 12 7-8-0 13-7-8 23-11-12 i 35-" 7-8-0 5-11-8 10-4-4 11-0-4 r Plate Offsets(X,Y)-- f2:0-3-14,0-1-81,f8:0-3-O,Edgel,I10:0-1-15,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 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:159 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 or.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=5137/3782,8-9=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.Il; Exp C;Encl.,GCpi=0.18;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)22-3-10 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10,V312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of 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 Blvd. Safety Information available from Tress Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type ' Qty Ply =optional) T72272592 ml 1324 A2 SPECIAL 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:35 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5NeX_BxQl21 yStOY 1-0 8-0-1 13-7-8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0 -0-0 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 Scale:3/16"=l' 4.00 12 5x6= 4x4= 5 6 3x4 3x8 5x6 WB 7 5x6 C 3 4 8 9 N n 22 23 01 12 � 2 10 11 n 13 5x12 MT18HS= I 15 14 3x10= 6 2x3 5x6= 3x12= 3x6= 2.00 12 8-0-1 13-7-8 19-0-0 23-11-12 35-0-0 , 8-0-1 5-7-7 5-4-8 4-11-12 11-0-4 Plate Offsets(X,Y)-- f2:0-1-10,0-0-01,f4:0-2-4,Edgel,f8:0-3-0,0-3-41,f10:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 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 FBC2014/fP12007 (Matrix-M) Weight:161lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. 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 Horz 2—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=6fh 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 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 ANSUTPI 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=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 AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TPI I Quality Crilerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply �70'CarftonElevD T72272593 m11324 A3 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_D5TvxOKgT9UlVqugFK65o8MbAlaTyStOX 1-0- 8-0-1 14-0-0 21-D-0 23-11-12 26-9-10 35-0-0 6-0 O 8-0-1 5-11-15 7-0-0 2-11-12 2-9-14 8-2-6 -0-0 Scale=1:62.9 i 5x6= 4x6= 4.00 F12 4 5 3x8 6 3x4% 2x3 3 7 N 20 21 e 10 N1 2 11 9 5x12 MT18HS= I 0 3x8� o 13 12 2x3 II 5x6= 3x12 45= 2.00 12 8-0-1 13-7-8 21-0-D 23-11-12 35-0-0 8-0-1 5-7-7 7-4-5 2-11-12 11-0-4 Plate Offsets(X Y)-- [8-0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DO 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:158lb 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=-2237/1326,6-1 0=-1 090/1891, 7-1 0=-516/51 0 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 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)8 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 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. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 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 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 iTek' 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,seeANSUTPl 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 aty, 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 MUek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVgpgFV6508MbAIaTyStOX 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- 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 Scale=1:62.9 Y 5x6= 3x4= 5x8— 2x3 4.00 12 - 4 5 6 7 2x3 2x3\\ 8 3 n 21 22 of a ur1 2 11 9 10f 1; rll 5x12 MT18HS= d 0 12 14 13 3x4zz = 3x6% 3x4= 5X6= 2.00 F12 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(X Y)-- f2'0-3-14 0-1-81 (6:0-4-0 0-2-31 f9:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud 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 WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:160 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 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 REACTIONS. (lb/size) 2=1362/0-8-0,9=1336/0-8-0 Max Horz2=157(LC 8) Max Uplift2=831(LC 10),9=-818(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-1 124/1981,8-11=-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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(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)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. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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 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 Qty, Ply 70'carNon Elev D _ T12272595 m11324 A6 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:37 2017 Page 1 I D:_dGCA6bx7j2Syl H DXFw7ye3KX-hpSenZxgSHLy53W Cu0_OOE2?pEforfeHbFvs7vyStOW r1-0 Q 6 7 15 10-0-0 13-8-0 21-4-0 25-0-0 28-4-1 35-0-0 0 �1-0-0 6-7-15 3-4-1 3-8-0 7-8-0 3-8-0 3-4-1 6-7-15 Scale=1:61.8 5x8= 2x3 2x3 1 5x8= 4.00 12 4 23 24 5 25 26 6 27 28 7 2x3 2x3 i 3 8 N n /r 9 10 nT1 2 I l W b o 16 15 14 13 72 11 3x4_ 3x4= 3x4= 3x4= 3x6 4x6= 4x6= 3x6 10-0-0 131-0 21-4-0 25-0-0 35-0-0 10-0-0 3-8-0 7-8-0 3-8-0 10-0-0 Plate Offsets(X Y)-- (2:0-3-14 0-1-8j (4:0-5-4 0-2-8) (7:0-5-4 0-2-81 (9:0-3-14 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 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 Uplift2=-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(lb)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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(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 Qt=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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is lased only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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,seeANSVTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70 CarNon Elev D T72272596 ml 1324 B COMMON 3 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:38 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-9?00_vyiDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV -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 4 � 2 I� 0 5 3x5= 2x3 I I 3X5= 6-11-0 13-10-0 6-11-0 6-11-0 Plate Offsets(X,Y)-- f2:0-0-6 Edqel f4.0-0-6 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 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 FBC2014/TP12007 (Matrix-M) Weight:47lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz2=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=-6091726,4-5=-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=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 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 Qt=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-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 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 truss system.Before use.the building designer must vedfy The applicability of design parameters and property Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' N 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 Qty Ply 70'carkon Elev D T12272597 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-dBaOBEyw_vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21-6-0 r1-aq 7-0-0 9-6-0 , 11-6.0 13-6-0 14-0,0 , T7-6-0 1e-6-0 ,21-0-0 23-6-0 , 25-6-0 2&-0 35-0-0 36-aQ 1-ao 7-ao 2-6-o 2106- 1-6-0 2-0-os-oo-s- aao 2-0-0 2-0 ' 7-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale:3/16"=l' ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 12 4x6= 12 14 16 3x6 9 19 4x6 22 5x12% 4 6 43 8 3x4 44 24 26 5x12 3 11 15 18 0 27 42 21 45 n N 1 2 2g 29 ,n N I� O 35 34 33 32 31 30 O 4x6= 3x8= 3x4= 4x6= 4x5= 3x6= 7-0-0 14-0-0 21-D-0 28-0-0 35-0-0 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) I/defl 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(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) OA7 28 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-8 or 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 Horz2=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=-10913/1064, 16-19=1090/1002,19-22=-1110/951,22-44=-1106/919,24-44=-1106/917, 24-26=-1123/915,26-27=-11761925,27-45=-3068/2449,28-45=-3170/2439, 3-5=-2261/1955,5-7=-2264/1959,7-10=2264/1959,10-11=-2264/1959, 11-13-2264/1959,13-15=-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=-390/438,1833=-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=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 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 purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1 0/0 312 0 1 5 BEFORE USE. Design valid for use only with MITek8 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing Indicated Is to prevent buckling of Individual inks 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 Oty Ply 70 Carkon Elev D T12272598 m11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7T02R6Jd6a2ZOyBoyStOU -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 F12 4x4= 4x4= 4x10= 4x10= 4.00 12 19 4 20 21 5 22 6 3 rn 7 r 2 iZ�� L �o 0 12 23 11 10 24 9 2x3 3x4= 3x4= 2x3 I 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 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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=-1636/1123,6-221654/1131, 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=45111;L=5011;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 124lb up at 8-10-0,and 63lb down and 139'lb up at 9-8-8 on top chord,and 6 lb down and 7 lb up at 4-1-8,18 lb down and 15 lb up at 5-0-0,33 Ito 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 lb 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 MITEK REFERANCE PAGE MII-7473 rev.10/0312015 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Canton Elev D T12272598 m11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7T02R6Jd6a2ZOyBoyStOU 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)10=-35(B)9_6(B)19=-28(B)20=-60(B)21=-60(B)22=-28(B)23=-18(B)24=-18(B) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11171-7473 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 M iTe 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 3 1 Z Alexandria,VA22314. Tampa,FL 33610 Job Truss Truss Type aty Ply =optional) T72272599 ml 1324 GRB SPECIAL 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 1 ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazyigXyW FnZWX5etgad Rml2zTkH DB Wj EyStOT 1-0- 5-0-0 10-10 15-6-0 27-6-0 26-2-0 28-1-0 35-0-0 6-0 e -0-0 5-0-0 5-3-0 5-3-0 6-M 4-5-0 1-ti-0 6-11-0 1-0-0 Scale:3/16°=1' 2x3 4x4= 4.00 12 4x8= 3x4= 3x6= 2x3 14x4= 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 m IR `01 2 1011 N � IC6 o 6 18 36 37 17 38 16 39 Sx6=4041 42 14 4313 12 3x4= 2x3 Ii 3x4= 3x6= 3x4=3x6= 3x4= 3x4= 5-0-0 10-3-0 15-6-0 21-6-0 28-1-0 35-0-0 5-0-0 5-3-0 5-3-D 6-0-0 6-7-0 6-11-0 Plate Offsets(X Y)-- [3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 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 FBC2014fTP12007 (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=-288/567,5-30-288/567,6-30=-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=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 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 100 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 lb 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). AD CAS Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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,seeANSIMI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Tniss Plate Institute,218 N.Lee Street,Suite 3 1 Z Alexandria,VA22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carlton Elev D T72272599 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 2 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRmi2zTkH D8WjEyStOT .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) Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricatior.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 Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 70'carkon Elev D T72272600 m17324 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 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Zah8cw_AWWrOZggz7D2KA4ChvrlunLGtWtt3GhyStOS r1-0-q 8-" 13-8-0 17-6-0 21-4-0 27-0-0 35-0-0 $6-00 1-0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-" 1-0-0 Scale=1:61.8 5x8 MT18HS= 5x8 MT18HS= 4.00 12 2x3 13x8= 3x6= 2x3 I 3 23 24 25 4 26 27 285 6 729 30 31 32 8 N N1 2 9 10 N N ;y 1 101 O 16 33 15 74 34 35 36 37 t3 38 12 39 11 3x5% 2x3 11 3x6= 6x10= 6x10= 3x6= 2x3 II 3x5 zzz 8-0-0 13-8-0 21-4-0 27-0-0 35-0-0 8-0-0 5-8-0 7-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- (2:0-3-14,0-1-81,(3:0-5-4,0-2-81,(8:0-5-4,0-2-81,f9:0-3-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -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 n1a BCDL 10.0 Code FBC2014fTP12007 (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 purlins. 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. (lb)-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=1918/1207,31-32=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, 35-36=-154/251,36-37=154/251,37-38=-154/251,13-38-1541251,12-13=-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=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)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 lb down and 173 lb 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 lb down and 173 lb up at 16-0-12,107 lb down and 173 lb up at 16-11-4,107lb down and 173 lb up at 18-11-4,107lb down and 173 lb up at 20-11-4,107 lb 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 lb 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 MiiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply �70'CarltonElev D T7227260D 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 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvrl unLGtW tt3GhyStOS 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(plf) 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(13)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(B)39=-50(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design info 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 miss systems,seeANSt/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,2111 N.Lee Street,Suite 312 Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type aty Ply �70'Carhonlilev D T12272601 ml 1324 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjll_dFXGW_fOlXddo7yStOR -1-0-0 1-0-0 8 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 FBC2014/TP12007 (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=121t;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 20.0psf 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 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. ®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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qly Ply �70'CatftonElev!D T12272602 m11324 J2 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Pori Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc.Mon Oct 16 11:14:42 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-1 mFW qG?oHgzFBgOAhxaZj I I_d FXgW_folXddo7yStOR -1-0-0 2-0-0 1-0-0 2-0-0 i Scale=1:7.9 3 i 4.00 F12 N 2 O N rr 0 1 4 3x4= 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/iP12007 (Matrix-M) Weight:8lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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;13=45ft;L=50ft;eave=6ft;Cal.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w ll 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Nexandda,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 70'Carlton Elev D T12272603 ml 1324 J3 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MITek Industries,inc. Mon Oct 16 11:14:43 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Vzpvl cOR2755p_zM Ee5oGV 19Nfgd FRvAzBMAKZyStOO 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) I/defl Ud PLATES GRIP TOLL 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 BOLL 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:11lb 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 Horz 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;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 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 bullding designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ffe 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 Qty Ply 70'Carlton Elev D T12272604 ml1324 J4 MONO TRUSS 4 1 Jab Reference o tional Chambers Truss, Fort Pierce,FL 7.640 S Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Vzpvl cOR2755p_zM Ee5oGVl6ufpl FRvAzBMAKZyStOQ -1-0-0 4-0-0 1-0-0 4-" Scale=1:11.2 3 r, 4.00 12 n N M 2 1 4 3x4= 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 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 Incr YES WB 0.00 Horz(TL) 0.00 2 n/a- n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=227/0-8-0,4=39/Mechanical Max Horz2=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=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&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,170 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 MITEKREFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall v 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,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 ra_y Ply 70'Carfton Elev DT122J5 MONO TRUSS 1 Job Reference o tmnal Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 201 I MI ek Industries,Inc. Mon Oct 16 11:14:43 eu. Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ _1_Q-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 i. 4.00 12 2 1 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 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 FBC2014/TP12007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz 2=123(LC 10) Max Uplift3=-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;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&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. 2, 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 property Incorporate this design Into the overall v building design. Bracing Indicated Is to prevent buckling of Individual tnus 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 muss systems,seeANSIJTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 70'Carhon Elev D T12272606 m11324 J6 MONO TRUSS 4 1 Job Reference o tional 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-z9NHFyO3pRDyQ7YYoMc1 ojg8f36C_u9JCr6js?yStOP -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.5 3 4.00 F12 2 1 3x4= 4 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d 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 HOrz(TL) 0-00 2 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (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 purlins. 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 Harz 2=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=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(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.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. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE UX7473 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 indlvldual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bullding 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 Qly Ply 70'Carhon�ElevDT72272607 m11324 JB MONO TRUSS 11 1 JobRefeonal 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:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-z9N HFyO3pRDyQ7YYoMc 1 ojgEY393_u9JCr6js?yStOP 1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.7 3 4.00 12 2 1 3x5= 4 8-0-0 8-0-0 Plate Offsets(X Y)-- (2:0-1-10 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 61/Mechanical,2=404/0-8-0,4=70/Mechanical Max Harz 2=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=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 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Add lional temporary and permanent braying M oTe 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. Safely Information available from Truss Plate Institute,2111 N.Lee Street,Suite 312 Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type aty JPly70'Carhon Elev DT12272608 m11324 JA MONO TRUSS 2 Job Reference o 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:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-SLxfSl1 halLp2H71M37GLwN UsSX j LPTRVrHPSySt00 2-43 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) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL). -0.00 7 >999 360 MT20 2441190 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 n/a 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 Horz2=73(LC 10) Max Upiift3=-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.Opsf;h=121t;13=4511;L=50fh eave=6ft;Cat.11; Exp C;Encl.,GCpi=o.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 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 MrFEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. & pAactng Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V I iTek' Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon�ElevDT72272609 m11324 JB MONO TRUSS 2 1 Job Refeonal Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Pagel I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-SLxfSl1 haILp2H71M37GLWN HMS P6jLPTRVrH PSySt00 -1-2-5 5-5-11 1.2_5 5-5.11 Scale=1:12.9 3 3.35 Fl2 2 1 3x4= 4 5-5-11 5-5-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 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 FBC2014/TP12007 (Matrix-M) Weight:19 lb FT=0% 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=300/0-8-0,4=51/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:ASCE 7-10;VUIt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=5011t;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(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.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 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 MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek8 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not N`^ 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 Miss systems,seeANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 70'Carlton Elev D T72272610 mi 1324 JC 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSli haILp2H71M37GLwNUsSY-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= 1-1-4 114 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 FBC2014fTPi2007 (Matrix-M) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical,2=115/0-8-0,4=8/Mechanical Max Horz 2=50(LC 10) Max Uplift3=-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;BCDL=3.Opsf;h=12ft;B=4511t;L=50ft;eave=6ft Cat.Il; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(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 five load nonconcurrent with any other five 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 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing i V l�/A� iTek• 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 oty Ply 70'canton Elev D T12272611 ml 1324 KJS MONO TRUSS 1 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVtBwdusrDSoecf9bgxuyStON -1-5-0 3-11-0 7-0-2 ., 1-5-0 3-11-0 3-1-2 Scale:3/4"=1' 3 2.83 12 2 1 3x4= 4 7-0-2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/19D 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:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45fh L=5011t 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 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,l3=27)-to-3=-95(F=20,B=-20),5=0(F=10,B=10)-to-4=-35(F=-8,B=-8) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MII--7473 rev.10/012015 BEFORE USE. Design valid for use only with M1Tek8 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall tt 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 Tlju.s s Truss Type Qty Ply �70'Catfton Elev D T72272612 ml 1324 MONO TRUSS 2 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 ID: kfiGCA6bx7j2SyI HDXFw7ye3KX-wYV1 fe2JK2TggRixwmeVtBweGsr2SjYcfgbgxuySlON -1-5-0 7-2-7 11-3-0 1-5-0 7-2-7 4-0-9 Scale4=1: 2.83 F12 3x4= 12 3 11 10 2 13 14 6 15 2x3 11 3x4= 3x4= 5 7-2-7 11-0-12 11-30 7-2-7 3-10-5 -2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44lb 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=479/0-11-5,5=389/Mechanical Max Horz2=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=508l784,6-15=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.Opsf;h=12fh 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 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(pit) 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) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11.7473 rev.f0/03/2015 BEFORE USE. Design valid for use only with MIT09 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 Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty �P'YXDT12272613 m11324 KJA MONO TRUSS 2 o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi Iek Industries,Inc. Mon Oct 16 11:14:4[2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSgNGCZBEumupKNTKyStOM 6-0.4 1_2_g 6-0-4 Scale=1:13.9 3 3.30 12 2 1 3x4= 4 6-0-4 6-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=131/Mechanical,2=204/0-9-11,4=57/Mechanical Max Horz 2=97(LC 8) Max Upiift3=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=12fh B=45fh 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.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(pit) Vert:2=0(F=27,6=27)-to-3=-81(F=-14,B=-14),5=0(F=10,B=10)-to-4=-30(F=-5,B=5) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mliek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety 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'Canton Elev D T72272614 ml 1324 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:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kOLSrdGDRBEumupKNTKyStOM -1-2-9 4-11-9 7_2_g 4-11-9 Scale:1"=1' 3 3.30 12 2 1 4 3x4= 4-11-9 4-11-9 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl 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(TL) 0.00 2 n/a 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 Horz2=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(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.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MII.7473 rev.101012015 BEFORE USE. �• Design valld for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 70'Carhon Elev D T72272615 ml 1324 MV2 VALLEY 1 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 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-swco4J3ZsgkOvisJ 1 BgzzZ?1 Agacwh8v7T4x?nyStOL 2-0-0 2-M 4.00 12 Scale=1:6.1 2 a 1 3 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TTPl2007 (Matrix) Weight:5 Ito FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 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=3012-0-0,3=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 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&MWFRS 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. Q WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall nA building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IV!I�'�k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tempe,FL 33610 Job Truss Truss Type City Ply 70'Carkon Elev D T72272616 ml 1324 MV4 VALLEY 1 1 7Job 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ?yOgYlwhBv7T4x?nyStOL 4-" 4-" Scale=1:9.5 2 3x4 4.00 12 1 3 3x4% 3x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud 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 FBC2014ITP12007 (Matrix) Weight:12 lb 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 Harz 1=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: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)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. ®wARNfNG-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101OX2015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an individual building component,not q` 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. Racing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,Is always required. See SCSI. 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer.For WEBS 4 wide truss spacing,individual lateral braces themselves 0 � may require bracing,or alternative Tor I v p bracing should be considered. O U = p O 3. Never exceed the design loading shown and never d �a U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 �� css — designer,erection supervisor,property owner and plates 0-1/0 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 atjoint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS.software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 190/.at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only, 18,Use of or treated lumber may green y pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with I'I Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate ' Connected Wood Trusses. MITek Engineering Reference Sheet:MII-7473 rev. 10/03/2015