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HomeMy WebLinkAboutEngineering, mitek i 1111111111111111111111,� " Lumber design values are in'accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. F11Q C©py� MiTek � RE: 74208 - MiTek USA, Inc. 6904 Parke East Blvd. Sitd1nformation: Tampa,FL 33610-4115 -Customer Info: Watlee Construction Inc. Project Name:74208 Model: o:/Block: Subdivision: ddress: unknown ` W-'Sf Lucie County 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: 55.0 psf This package includes 46 individual,Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. rI o. Seal# Truss Name Date No. Seal#T10704835 A 3/22/17 118 T10704852 FLL 3/22/17 2 IT107048361B 3122/17 119 I T10704853 I FLM 13/22/17 J 13 I T10704837 I C 13/22/17 120 I T10704854 I FLN 13/22/17 I 14 1 T10704838 I D 3/22/17 121 T10704855 I FLO 13/22/17 15 I T10704839 I E 13/22/17 122 I T10704856 I FLP 13/22/17 I 6 IT107048401F 3/22/17 123 1 T10704857 FLQ 3/22/17 17 _j T10704841 FLA 3/22/17 24 T10704858 j G _ 3/22/17 18 IT FLB 13/22/17 125 I T10704859 I GRA 13/22/17 19 I T10704843 FLC 13/22/17 I26 T10704860 I GRB 13/22/17 110 I T10704844 I FLD 13/22/17 127 T10704861 I H 13/22/17 Ill I T10704845 I FLE 13/22/17 128 I T10704862 I J 1 13/22/17 I 112 I T10704846 I FLF 13/22/17 129 I T10704863 I J4 13/22/17 113 I T10704847 I FLG 13/22/17 130 I T10704864 I J4A 3/22/17 114 I T10704848 I FLH 13/22/17 31 I T10704865 I J4B 3/22/17 15 T10704849 FLI 13/22/17 132 I T10704866 I J5 13/22/17 I 116 I T10704850 I FLJ 13/22/17 133 I T10704867 I J7 13/22/17 I 117 I T10704851 I FLK 13/22/17 134 I T10704868 I J11 I 3/22/1_LJ The truss drawing(s)referenced above have been prepared by MiTek ,� �P..,,; USA,Inc, under my direct supeivision based on the parameters ®�.,,`.����G E IV SF.;9iy�,ds pkovided by Chambers Truss. . No 39380 ;cuss Design Engineer's Name: Albani, Thomas IVly license renewal date for the state of Florida is February 28,2019. e ��� :.�� IMPORTANT NOTE: The seal on these truss component designs is a certification �O:. S E OF � that the engineer named is licensed in the jurisdiction(s)identified and that the �� ,�'•,.�`� O P,.'���®` designs comply with ANSI/TPI 1. These designs are based upon parameters �� • O R 1 0 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design Thomas A.Mani PE No.39380 parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.Fl.Cart 6634 should verify applicability of design parameters and properly incorporate these designs 6904Parke East Blvd.Tampa Fl.33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: March 22,2017 Albani,Thomas 1 of 2 a' 'r RE: 74208 - Site Information: Customer Info: Watlee Construction Inc. Project Name: 74208 Model: Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL No. Seal# Truss Name Date 135 T10704869 K 3/22/17 L3§__i T10704870 1 KJ4 _L3/22/17 137 I T10704871 1 KJ5 1 3/22/17 38 T10704872 1 KJ6 3/22/17 139 T10704873 1 KJB 1 3/22/17 140 T10704874 1 VL 1 3/22/17 141 1 T10704875 1 VM 1 3/22/17_f 142 1 T10704876 1 VN 1 3/22/17 143 1T10704877 VP 13/22/17 144 1 T10704878 VQ 1 3/22/17 1 145 1 T10704879 1 VR 1 3/22/17 1 146 1 T10704880 1 VS 1 3/22/17 1 I i I � I i 2of2 i Y t Job Truss Truss Type Qty ply T10704835 74206 A CAL.DUAL PITCH 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Mar 22 15:20:56 2017 Page 1 I D:GqH GQEzrJYXu4Ap_3BMfq_zT7Xq-FU7OGiK3p62MKYgZBOAoS?f?mkSpdW hF_bQIaRzYMBb -1-1-13 4-7-13 8-0-12 8-11-2 16-5-8 17-6-7 1-1-13 4-7-13 3-4-15 0-10-6 7-" 1-0- Scale 1:31.4 i 45= 4x5= 2.61 12 3 4 2.79112 I 16 17 0 ' N 2 5 4 6 1� O -6 3x4= 5x8= 3x4= 8-0-12 ,8-11-2, 16-5-8 8-0-12 0-10-0 7-6-6 Plate Offsets(X,Y)-- (8:0-4-0,0-0-41 LOADING(psf) SPACING- 2-0-0 CS11. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.09 9-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.23 9-12 >856 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.13 9-12 >999 240 Weight:58lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. I WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=676/0-9-3,5=665/0-8-10 Max Horz2=57(LC 8) Max Uplift2=-487(LC 8),5=463(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-16=-1359/855,3-16=-1352/867,3-4=1294/883,4-17=1319/865,5-17=-1359/854 BOT CHORD 2-9=-760/1288,8-9=75811294,7-8=758/1294,5-7=-756/1284 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=19ft;B=45ft L=24ft;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-2-3 to 1-9-13,Interior(1)1-9-13 to 17-6-13 zone;cantilever left and right exposed;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=487, 5=463. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I 1 ®WARNING.Verily 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 property Incorporate this design Into the overall bulding design. Bracing Indicated is to prevent buckling of Individual truss web and/or c"-d members only.Additional lemporary and permanent bracing �QTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I t Job Truss Truss Type Qty Ply T10704836 74208 B DUAL PITCH 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:20:56 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-FU7OGiK3p62MKYgZBOAoS?fowkQ8dVSF_bQIaRzYMBb -1-1-13 5-9-5 9-6-2 13-3-2 18-4-12 19-5-11 17 1-13 ' 5-9-5 ' 3-8-13 3-9-0 5-1-10 :1- 10 5 Scale=1:34.1 4x4 * 2.61 12 4 2.79112 I 2x3 zz� 16 17 2x3 3 5 f ' 16 18 2 6 �1 7 c ire o o 8 , 3x4= 5x8= 3x4= I 9-6-2 18-4-12 9-6-2 8-10-10 Plate Offsets(X,Y)-- (2:0-2-0,Edgel,i6:0-2-0,Edgel,(8:0-4-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.10 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.29 8-11 >764 240 BCLL 0.0 Rep Stress Incr YES W B 0.17 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.14 8 >999 240 Weight:74lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=746/0-9-3,6=739/0-8-10 Max Horz2=64(LC 8) Max Uplift2—523(LC 8),6=507(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1902/1492,3-15=-1878/1499,3-16=1461/1073,4-16=-1438/1078, 4-17=-1438/1080,5-17=-1462/1074,5-18=-1828/1459,6-18=-1852/1453 BOT CHORD 2-8=-1383/1835,6-8=-1358/1780 WEBS 4-8=-193/426,5-8—441/457,3-8—489/498 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=126mph;TCDL=4.2psf;BCDL=3.opsf;h=19fh B=45ft;L=24ft;eave=4ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-3 to 1-9-13,Interior(1)1-9-13 to 9-6-2,Exterior(2)9-6-2 to 12-6-2 zone;cantilever left and right exposed;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 100lb uplift atjoint(s)except Qt=lb)2=523, 6=507. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 i I I ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MrfEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not 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. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I r Job Truss Truss Type Qty Ply T10704837 74208 C DUAL PITCH 1 TJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:20:57 2017 Page 1 1 D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-jghm U2KiaPADyiOmlj h1_DBgtBIuMxVP,CFA16uzYMBa -1-1-13 6-4-11 10-0-2 14-3-1 18-11-11 20-7-11 1-1-13 6-4-11 4-1-8 3-8-15 4-8-10 1-8-0 Scale=1:36.0 4x4= -• 2.61 F12 4 3.00 12 i 3x4 18 19 2x3 5 s I 17 20 6 jN O O 3x4= 20 II 3x6 3x8= 3x5= 6-4-11 10-6-2 18-11-11 6-4-11 4-1-8 8-5-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.11 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.27 8-16 >855 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.16 8-10 >999 240 Weight:78lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 4-11-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=781/0-9-3,6=779/0-3-8 Max Horz2=72(LC 8) Max Uplift2—549(LC 8),6=-564(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=2033/1452,3-17=2002/1461,3-18=-1440/1054,4-18=-1415/1061, 4-19=-1426/1050,5-19=1444/1044,5-20=-1751/1351,6-20=-1763/1343 BOT CHORD 2-1 0=-1 331/1957,9-10=1331/1957,8-9—1331/1957,6-8=-1236/1676 WEBS 3-8=-640/520,4-8=-205/436,5-8=-360/365 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=19ft B=45ft;L=24ft;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-2-3 to 1-9-13,Interior(1)1-9-13 to 10-6-2,Exterior(2)10-6-2 to 13-6-2 zone;cantilever left and right exposed;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 j 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=1b)2=549, 6=564. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev.1010312016 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 property Incorporate this design Into the overall .building design. Bracingtnd!cafed is to prevent buckling efindivIdual truss web and/or chod members only.Ack ifi•o-nai temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of pusses 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 l � r Job Truss Truss Type Qty Ply 74208 D DUAL PITCH 1 1 Job Reference(optional) T70704836 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:20:57 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-jghmU2KiaPADyiOmljhl_DB9Z81FMxKPCFA16uzYMBa -1-1-13 7-0-2 11-1-1 14-9-12 20-0-11 21-8-11 1-1-13 7-0-2 4-0-15 3-8-10 5-2-15 1-8-0 Scale=1:37.8 4x4 2.61 12 4 3.00112 3x4= 18 19 2x3 3 5 17 20 2 6 a1 7 P N O O. 10 9 8 3x4= 2x3 13x6= 3x8= 3x5= 7-0-2 11-1-1 20-0-11 7-0-2 4-0-15 8-11-10 Plate Offsets(X,Y)-- i6:Edge,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 8-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.33 8-16 >733 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 8-10 >999 240 Weight:82 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-4 oc bracing. WEBS 2x4 SP No.3 j REACTIONS. (lb/size) 2=822/0-9-3,6=818/0-3-8 Max Horz 2=75(LC 8) Max Uplift2=-575(LC 8),6=-587(LC 12) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-2141/1520,3-17=-2107/1529,3-18=1524/1112,4-18—1498/1118, 4-19—1509/1107,5-19=1534/1101,5-20=-1838/1423,6-20—1875/1415 BOT CHORD 2-1 0=-1 393/2059,9-1 0=-1 393/2059,8-9=-1393/2059,6-8=-1303/1783 WEBS 3-8=-667/542,4-8=-245/473,5-8=-386/390 I 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=19ft B=45ft;L=24ft;eave=4ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-2-3 to 1-9-13,Interior(1)1-9-13 to 11-1-1,Exterior(2)11-1-1 to 14-1-1 zone;cantilever left and right exposed;C-C for members and forces&MWFRS 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 100lb uplift atjoint(s)except Qt=lb)2=575, 6=587. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I Q 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 Milek®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 IrrdNlduat 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/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 I r , Job Truss Puls, ype Qry y74208 E PITCH 1 1 re Job Refence o tional T10704839 Chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Wed Mar 22 15:25:07 2017 Page 1 I D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-7Fjh6h%BotPQJZCB_eGBYs9W37x_8Ci8k.XuOzYM7g 6-11-13 11-0-3 14-8-8 20-5-13 22-1-13 6-11-13 4-0-6 3-8-5 5-9-5 1-8-0 Scale=1:35.9 , 45= 2.61 12 3 3.00112 3x4= 17 18 2x3 2 4 16 19 1 5 6 a Io 9 8 7 3x5= 2x3 II 3x6= 3x8= 3x6= � 6-11-13 11-0-3 20-5-13 6-11-13 4-0-6 9-5-10 Plate Offsets(X,Y)-- f1:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.14 7-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.39 7-15 >628 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.18 7-9 >999 240 Weight:82lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=754/0-1-8,5=85410-3-8 Max Horz 1=80(LC 9) Max Uplift 1=463(LC 8),5=-61O(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-2215/1612,2-16=-2177/1619,2-17=-1598/1184,3-17=-1571/1191, 3-18=-1583/1179,4-18=-1609/1173,4-19=-1936/1508,5-19=1975/1498 BOT CHORD 1-9=-1488/2127,8-9=-1488/2127,7-8=-1488/2127,5-7=-1381/1878 WEBS 2-7=-680/557,3-7=-300/523,4-7=-410/415 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=19ft;B=45fh L=24fh eave=oft;Cat. 11;Exp C;Encl.,GCpl=0.18;MW FRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-0-3,Exterior(2)11-0-3 to 14-0-3 zone;cantilever left and right exposed;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 at joint(s)1. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 463 lb uplift at joint 1 and 610 lb uplift at jointly. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verily 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 MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a miss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bAding design. Bracing irrdicated{s toprevent L.rckling of individual truss web and/or chord members only.Ad�Jtiorral temp-\�ary cnd permanent LvaGng 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Sutte 312,Alexandria VA 22314. Tampa,FL 33610 r , Job Truss Truss Type city Ply 74208 F DUAL PITCH 1 1 Job Reference(optional) T10704840 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:20:58 2017 Page 1 I D:GgHGQ EzrJYXu4Ap_3BMfq_zT7Xq-BsF8hOLKLj 14Zszyl RCGXQkKTY515JdYRvvrfKzYMBZ i 7-0-1 11-9-6 16-11-12 18-7-12 7-0-1 4-9-5 5-2-5 1-8-0 Scale=1:30.8 2.61 ri2 4x6= 3 3.00 12 _ 14 15 13 2x3= 3x4 4 1 2 16 5 6 1� N -O 8 7 3x6 11 48- 3x6= 9 3x5= 7-0-1 16-11-12 7-0-1 9-11-11 Plate Offsets(X,Y)-- 15:Edge,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.13 8-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.33 8-12 >605 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.02 5 Na Na BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 8 >999 240 Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=633/0-4-13,5=704/0-3-8 Max Horz9=126(LC 9) Max Uplift9=-412(LC 12),5=-517(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=1019/771,13-14=-993/771,3-14=-987/778,3-15=-1014/769,4-15=1044/763, 4-16=1462/1171,5-16=-1493/1163 BOT CHORD 7-8=-1061/1418,5-7=-1061/1418 WEBS 3-8=0/280,4-8=-508/478,2-8=-700/988,2-9=-582/570 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=19fF B=45ft L=24ft;eave=4ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-1,Extedor(2)7-0-1 to 10-0-1 zone;cantilever left and right exposed;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 atjoint(s)except Qt=lb)9=412, 5=517. 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 11111-7473 rev.10103/2015 BEFORE USE. 1�■� 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 bulldLng deslgn. Bracing Indicated Is to prevent btcklingof individual trussweb and/or cty-rd members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the tabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criterla,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 •9 r Job Truss =,ussT Qty PlyT10704841 74208 FLA 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Wed Mar 22 15:20:59 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-f3pW vkMy61 QxBOY8s8jV4eGUSyQBggXigZfPBmzYMBY 0-3-0 H r 2-6-0 1-10-0 2-0-0 ~13-15 0-P40 ~� � scale=1:43.7 3x4= 3x4= 6x8= 6x8= 2x3 3x5= 2x3 I 3x4= 2x3 II 3x6 FP= 2x3 11 3x5= 2x3 II 3x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O N v 23 22 21 20 19 18 17 16 15 3x6 6x10= 5x6= 3x6 I 3x6 II 3x6 FP= 6x8= 6x10= 3x6 II I 3x6 FP= 0 3 10-1-0 11-1-0 12-1-0 23-10-15 2 --9 0-3-0 9-10-0 1-0-0 1-0-0 11-9-15 0- - 0 Plate Offsets(X,Y)-- (1:0-1-8,Edgel,f6:0-1-8,Edgel,i7:0-1-8,0-0-01,f14:0-1-8,Edge) I LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.38 17-19 >742 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC '0.46 Vert(TL) -0.6017-19 >473 360 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) -0.10 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:155 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=863/0-2-8,14=863/0-3-2 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1773/0,2-3=-1770/0,3-4=-1770/0,4-5=-3880/0,5-6=-3882/0,6-7=4353/0, 7-8=4353/0,8-9=-3920/0,9-10=-3920/0,10-11=3920/0,11-12=1764/0, 12-13=-1764/0,13-14=1767/0 BOT CHORD 21-22=0/3043,20-21=0/4353,19-20=0/4353,18-19=0/4328,17-18=0/4328,16-17=0/3048 WEBS 1-22=011 915,4-22=1394/0,4-21=0/918,6-21=-810/0,14-16=0/1908.11-16=1407/0. 11-17=0/955,8-17=-547/0,8-19=207/351 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I r I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek*G connectors.This design Is based oNy upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Indvidual truss web and/or ch•rd members only.A•ddiflcn—al temporary and permanent bracing MOTek• is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply T10704642 74208 FLB ROOF TRUSS 1 TJob erence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Indusiries,Inc.Wed Mar 22 15:21:00 2017 Page 1 I D:Gq H GQEzrJYXu4Ap_3BMfq_zT7Xq-7FNu64NatKYopA7KQrFkcrpfPMnmZ70rvDOyj DzYMBX 0-3-0 H 1 2— , 1-10-0 � 2-" -10 1-12 0-g0 �� Scale=1:43.0 3x4= 3x4= 6x8= 6x8= 2x3 I 3x5= 2x3 II 3x4= 2x3 II 3x6 FP= 2x3 II 3x5= 2x3 II 3x4— 1 2 3 4 5 6 7 8 9 10 11 12 13 14 i d.. lqlc?�Jq O 24 23 22 21 20 19 18 17 16 15 3x6 II 6x10= 6x8= 3x6 FP= 3x6 II 3x6 FP= 6x8= 6x10= 3x6 II 3x6 I I 0 3 0 10-1-0 11-1-0 12-11 23-6-12 23 1 6 0-3-0 9-10-0 1-0-0 1-0-0 11-5-12 0-b-i o Plate Offsets(X Y)-- (1:0-1-8,Edgel,[6:0-1-8,Edge],f7:0-1-8,0-0-01,(14:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.36 17-19 >780 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(TL) -0.56 17-19 >498 360 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) -0.09 14 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:153lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 1=850/0-2-8,14=850/0-3-2 I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1744/0,2-3=-1741/0,3-4—1741/0,4-5=-3804/0,5-6=-3804/0,6-7=-4233/0, 7-8=-4233/0,8-9—3832/0,9-10=3832/0,10-11=-3832/0,11-12=-1737/0, 12-13=-1737/0,13-14=1740/0 BOT CHORD 22-23=0/2987,21-22=0/4233,20-21=0/4233,19-20=0/4233,18-19=0/4217,17-18=0/4217, 1 6-1 7=012 9 9 0 WEBS 1-23=0/1884,4-23=-1364/0,4-22=0/895,6-22=-763/0,14-16=0/1879,11-16=-1373/0, 11-17=0/922,8-17=-555/0,8-19=-201/326 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • i I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE Ull-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual[wilding 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 WIding design. Bracing indicated is To prevent buckl!ng of individual truss web an,:Vor chord members only.Additio-mil temporary and permanent bracing M OTe k• Is always required for stabilfty 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. Solely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 ' I t r Job Truss Truss Type Qty Ply T10704843 74208 FLC ROOFTRUSS 1 TJob ference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Wed Mar 22 1521:00 2017 Page 1 1 D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-7FNu64NatKYopA7KQrFkcrpgiMn6Z8FrvDOyjDzYMBX 03-0 H' 2i�-0 1-10-0� 2-M r— °-I-1° Scale=1:42.4 3x4= 3x4= 2x3 11 6x8= 6x8= 2x3 13x5= 2x3 11 3x4= 2x3 11 3x6 FP= 3x5= 2x3 I I 3x4— 1 2 3 4 5 6 7 8 9 10 11 12 13 14 I OTN m � ` I �71� 0 24 23 22 21 20 19 18 17 16 15 3x6 6x10= 3x6 FP= 3x6 11 _ 3x6 1 6x8= 6x10= 3x6 I 6x8= 3x6 FP= I 0 0 10-1-0 11-1-0 12-1-0 23-2-10 2 -0 0-3-0 9-10-0 1-0-0 1-0-0 11-1-10 G-8-1 0 Plate Offsets KY)-- f1:0-1-8,Edgel,f6:0-1-8,Edgel,f7:0-1-8,0-0-01,f14:0-1-8,Edge1 LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.33 19 >820 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.52 19 >524 360 1 BCLL 0.0 Rep Stress Incr YES WB 0.88 HOfz(TL) -0.09 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:152 Ito FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30(flat) end verticals- WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or i0-0-0 oc bracing. REACTIONS. (lb/size) 1=838/0-2-8,14=838/0-3-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1715/0,2-3=-1712/0,3-4=-1712/0,4-5=-3721/0,5-6=-3721/0,6-7=-4113/0, 7-8=-4113/0,8-9=-3743/0,9-10=-3743/0,10-11=-3743/0,11-12=1709/0, 12-13=-1709/0,13-14=-1712/0 BOT CHORD 22-23=0/2930,21-22=0/2930,20-21=0/4113,19-20=0/4113,18-19=0/4108,17-18=0/2931, j 16-17=0/2931 WEBS 1-23=0/1852,4-23=1334/0,4-21=0/866,6-21=-722/10,14-16=0/1849,11-16=1339/0, f 11-18=0/889,8-18=-566/0,8-19=212/318 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. T I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MY--7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek8 connectors.This design Is based ody 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 l 7 bL-Hd ng design.Bracing indicated Is to preventbfc;ding ofindividwil tress web aDJ1or ctwd members only.Addific'nai temporary and permanent bracing y �k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For genera guidance regarding the Ma l 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 Pine Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 I 1 1 Job Truss Truss Type Qty Ply 74208 FLD ROOF TRUSS 1 1 Job Reference(optional) T10704844 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:21:01 2017 Pagel I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-bRxHJ PNCeegeQKiX_Zmz93Mrbl3l IdA?7t8VFfzYMB W 0-3-0 H i 2-62 0 11i�' 2i-M 2 4-13 0 3 15 Scale=1:35.6 3x4= 6x8=3x4= 2x3 11 3x4= 2x3 11 3x4= 2x3 I 3x6 FP= 2x3 11 3x4=6x8= 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 2x3 II 3x10= 3x5= 2x3 II 3x4= 3x10= 2x3 II 0 10-1-0 1 11-11 '12-1-0 19-10-5 2 2 14 0-3-0 9-10•D 1-0-0 1-0-0 7-9-5 013- 5 Plate Offsets(X,Y)-- (1:0-1-8,Edgel,(6:0-1-8,Edgel,(7:0-1-8,0-0-01,(12:0-1-8,Edgel,(13:0-1-8,Edgel (15:0-1-8 Edgel (16:0-1-8 Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.25 16-17 >932 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.38 16-17 >608 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.05 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:102lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,'except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=714/0-2-8,12=714/0-3-7 I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2—1372/0,2-3—1369/0,3-4=-1369/0,4-5=-2793/0,5-6=-2793/0,6-7=-2821/0,7-8=2821/0,8-9—2821/0, 9-10—1365/0,10-11=-1365/0,11-12=1368/0 BOT CHORD 17-18=0/2267,16-17=0/2821,15-16=0/2821,14-15=0/2264 WEBS 1-18=0/1494,4-18=-992/0,4-17=0/583,6-17=-375/236,12-14=0/1490,9-14=994/0,9-15=0/746 i NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i Q WARNING-Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1 010 312 0 15 BEFORE USE. Design valid for use only with MITekCO 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 ■■■��.YYY■■i building design. Bracinghadlcated Is to prevent tx.ckling-of Individual trussweb and/or c"-d 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/TPl1 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 f � Job Truss Truss ype City Ply T10704845 74208 FLE ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss,Fort Pierce,FL 7.640 s Appr 22 2016 MiTek Industries,Inc. Wed Mar 22 15:25:49�2017 Page 1 ID:GgHGOEzrJYXu4Ap_3BMfq_zT7Xq-vKFaw2_rn55vStWd3OkUz2Hi isMunuwOMgvlNzzYM70 0-3-0 H 260 1�0�H 20� 1I 85 Ora-Scale=1:33.5 5x6 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 11 IO �>y 18 17 16 15 14 13 12 2x3 11 3x1O= 3x5= 2x3 11 3x4= 3x10= 24 11 OrN 19-1-13 18-5-12 0-3-0 18-10-13 0-3215 Plate Offsets(X,Y)— f1:0-3-0,Edgel,f6:0-1-8,Edgel,f7:0-1-8,0-0-01,f11:0-3-0,Edgel,f12:0-1-8,Edgel,f14:0-1-8,Edgel,f15:0-1-8,Edge1 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.24 15-16 >946 480 MT20 244/190, TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.37 15-16 >616 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) -0.05 11 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:99lb FT=20%F,11%E i LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceffing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=688/0-2-8,11=688/0-3-7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1316/0,2-3=-1313/0,3-4=-1313/0,4-5=-2632/0,5-6=-2632/0,6-7=-2587/0,7-8=-2587/0,8-9=-1307/0, 9-10=-1307/0,10-11=-1310/0 BOT CHORD 16-17=0/2155,15-16=0/2587,14-15=0/2587,13-14=0/2153 j WEBS 1-17=0/1432,4-17=-931/0,4-16=0/528,6-16=-297/273,11-13=0/1426,8-13=-935/0,8-14=0/654,7-14=-253/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. j Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i 1 S �i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is biased 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.&xfng iridcafedls to prevent Gsckiing of Indvidual truss web and/orcfwd members only.Ad�dlfiorval temporary and permanent bracing tySoTek� 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 r ' Job Truss I ru aty Ply T10704B46 74208 FLF ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc. Wed Mar 22 15:26:08 2017 Pagel I D:GgHGOEzrJYXu4Ap_3BMfq_zT7Xq-r_vlvYCmJxUD EoTHhVayE2aJyW sVkU4Bj8?FXMzYM6j 0-3-0 H i 2-6-�� °1�°� 2-0-0 i 1-1� 013 a5 §tale:3/8"=1' • 5x6 I I 3x4= 2x3 11 3x4= 2x3 11 30= 2x3 I I 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 11ILI o 0 i 18 17 16 15 14 13 12 2x3 11 3x8= 3x5= 2x3 11 3x4= 3x8= 2x3 111 X18-5-5 1 -9 4 18-2-5 0-3- 5 Plate Offsets(X,Y)— f1:0-3-0,Edgel,f6:0-1-8,Edgel,f7:0-1-8,0-0-01 fll:0-3-O,Edgel f12:0-1-8 Edgel f14:0-1-8 Edgel f15:0-1-8 Edge) LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.18 15 >999 480 MT20 244/190; TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.28 15 >775 360 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) -0.04 11 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:96 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. i WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 1=662/0-2-8,11=662/0-3-7 I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1260/0,2-3=1257/0,3-4=-1257/0,4-5=-2452/0,5-6=-2452/0,6-7=-2425/0,7-8=2425/0,8-9=-1255/0, 9-1 0=-1 255/0,10-11=-1258/0 BOT CHORD 16-17=0/2045,15-16=0/2425,14-15=0/2425,13-14=0/2039 WEBS 1-17=0/1372,4-17—871/0,4-16=01450,6-16=-299/279,11-13=0/1369,8-13=-867/0,8-14=0/582 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIV REFERANCE PAGE M11--7473 rev.10/03/2015 BEFORE USE. � 1 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 bWdirg desIgn.Bracing indlcated Is to prevent buckling of individua l truss.web ar d/er chord members wJy.Ad.lffcr,—J temporary c nci permanent txacfrrg �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/TP1I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I 1 , Job Truss rusS ype ty y T70704847 74208 FLG ROOF TRUSS 1 1 Job Reference(optional) chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Wed Mar 22 15:26:26 2017 Page 1 I D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-JS_ZhiQ24TIfOZrkkHvAzrJOym2ByezgsxMCAJzYM6R 0-3-0 H 1 2-6-0 2-4-4 2-0-0 2-4-8 0315 Scale=1:30.9 5x6 11 3x4= 2x3 II 3x4= 2x3 11 2x3 11 3x4= 2x3 II 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 71 : fi o a 16 15 14 13 12 11 2x3 l l 3x8= 3x4= 3x4= 3x8= 2x3 11 Or3-A 17-8-12 16-0-11 0'-3-b 17-5.12 0-3'15 Plate Offsets(X,Y)-- f1:0-3-0,Edgel,f5:0-1-8,Edgel,f6:0-1-8,0-0-01,f10:0-3-0,Edgel,(11:0-1-8,Edgel,f13:0-1-8,Edge) [14:0-1-8 Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.18 12-13 >999 480 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(fL) -0.27 12-13 >765 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.04 10 Na Na BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:91 lb Ff=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(fiat) except end verticals. WEBS 2x4 SP No.3(flaf) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=63610-2-8,10=636/0-3-7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1206/0,2-3=-1203/0,3-4=-1203/0,4-5—2272/0,5-6=2272/0,6-7=-2272/0,7-8=-1203/0,8-9=1203/0, 9-10=-1206/0 BOT CHORD 14-15=011930,13-14=0/2272,12-13=0/1931 WEBS 1-15=0/1312,4-15=-804/0,4-14=0/549,10-12=0/1313,7-12=-805/0,7-13=0/549 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. II 1 I I � ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �L`r building gn. Bracing lndlcaledls to prevent buckling of Individual truss web and/or chord members only.Add(tlorral temporary szd permanentbracing oyi iTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1 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 I 1 , Job Truss I runs ype city Ply 74208 FLH ROOFTRUSS 1 t Job Reference(optional) T10704848 Chambers Truss,Fort Pierce,FL 7.640 s APFr 22 2016 MiTek Industries,Inc.Wed Mar 22 15:26:46 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-kl C7tXgbMcGgneNavUGsn38pQgtxdhM mT2CGt9zYM67 0-3-0 H i 2-6-0 i I 2-4-4 2-0-0 1I-0 0 315 kale=1:29.7 5x6 11 3x4= 2x3 11 3x4= 2x3 11 2x3 11 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10! o o Y 16 15 14 13 12 11 2x3 11 3x8= 3x4= 3x4= 3x8= 2x3 I I 0N17-0-4 17 r4 3 0'-3-0 16-9-4 0-3-15 Plate Offsets(X,Y)-- f1:0-3-0,Edgel,f5:0-1-8,Edgel,f6:0-1-8,0-0-01,(10:0-3-0,Edgel f11:0-1-8,Edge1 (13:0-1-8 Edgel f14:0-1-8 Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.17 14-15 >999 480 MT20 244/190' TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.27 14-15 >749 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.03 10 n/a nla BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:88lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=610/0-2-8,10=610/0-3-7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1152/0,2-3=1149/0,3-4=-1149/0,4-5=-2084/0,5-6=-2084/0,6-7=-2084/0,7-8—1144/0,8-9=-1144/0, 9-10—1147/0 BOT CHORD 14-15=0/1819,13-14=0/2084,12-13=0/1815 WEBS 1-15=0/1254,4-15=-741/0,4-14=0/470,10-12=0/1249,7-12=-742/0,7-13=0/486 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1od(0.131"X 3")nails. I Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I I ®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 properly 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 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 avollable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 r r Job Truss Truss Type aty y T10704849 74208 FLI ROOF TRUSS 1 7 Job Reference(optional) Chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Wed Mar 22 15:27:02 2017 Page 1 I D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-GNAAEOsdbXHYi5bfrrYcQRpW CHKI Nxn78X45QEzYM5t 0-3-0 H 260 244 20-0 0�� 031 tale=1:28.5 i 5x6 11 3x4= 2x3 11 3x4= 2x3 11 2x3 11 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 1. � O I o y 16 15 14 13 12 11 2x3 II 3x8= 3x4= 3x4= 3x8= 2x3 II a 3-P 16-3-12 1 Fj-7=11 f1-3- 16-0-12 0315 Plate Offsets(X,Y)-- [1:0-3-O,Edgel,[5:0-1-8,Edgel,[6:0-1-8,0-0-01,[10:0-3-O,Edgel,[11:0-1-8,Edgel,[13:0-1-8,Edgel,[14:0-1-8,Edge1 I LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.16 14-15 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.26 14-15 >734 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) -0.03 10 n/a n/a BCDL 5.0 Code FBC2014lTP12007 (Matrix) Weight:85 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins; BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=584/0-2-8,10=584/0-3-7 .FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1098/0,2-3=-1095/0,3-4=-1095/0,4-5=-1900/0,5-6=-1900/0,6-7=-1900/0,7-8=-1085/0,8-9=-1085/0, 9-10=-1088/0 BOT CHORD 14-15=0/1709,13-14=0/1900,12-13=0/1711 WEBS 1-15=0/1195,4-15=-679/0,4-14=0/396,10-12=0/1184,7-12=-692/0,7-13=0/456,6-13=271/0 NOTES- ' 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. C i 1 i i ®WARNING-Verily 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 MITek1D 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 bidding design.Bracing Indicated is to prevent buckling of Individual(russ web and/or chord members only.Additlonal temporary and permanent Grc..lrvg OTek• 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 i i r , Job Truss Truss Type ty y T10704650 74208 FLJ ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss,Fort Pierce,FL 7.64o s Apr 22 2016 MiTek Industries,Inc. Wed Mar 22 15:27:18 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-oS7DbU2gg RI HdZgknCrM4pTEtkoY7AAUq 1 yx_IzYM5d 0-3-0 H i 2-6-0 2-4-4 2-0-0 0-3-- 0-,315 F kale=1:27.2 _ 20 11 5x6 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 o 9 16 15 14 13 12 11 2x3 11 3x8= 3x4= 3x4= 3x8= 2x3 11 0 3-p 15-7-4 511 r3 d-3- 15-4-4 0-3-15 Plate Offsets(X,Y)-- f1:0-3-0,Edge],f5:0-1-8,Edgel,(6:0-1-8,0-0-01,f10:0-3-0,Edgel,(11:0-1-8,Edgel,f13:0-1-8,Edgel,fl 4:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.15 14-15 >999 480 MT20 244/1901 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.25 14-15 >721 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(fL) -0.02 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:82lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(fiat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=558/0-2-8,10=558/0-3-7 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1043/0,2-3=1040/0,3-4=-1040/0,4-5=-1721/0,5-6=-1721/0,6-7=-1704/0,7-8=1024/0,8-9=1024/0, 9-10=-1027/0 BOT CHORD 14-15=0/1599,13-14=0/1721,12-13=0/1621 WEBS 1-15=0/1134,4-15=-618/0,4-14=-27/328,10-12=0/1118,7-12=-661/0,7-13=-13/657,6-13_562/12 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2) Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 Recommend 2x6 strop backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1od 0.131"X 3" nails. 9 9 P ( ) I Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. II I ®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 muss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall yr tgAding design. Bracing indicated Is to prevent buckling of lrvdivldUal hussweb and/or ct__td members only.Additional temporary and permanent bracing MITek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 Job Truss 7Ulss, e Qry yT1070485I74208 FLK SS 1 1 Job Reference(optional) Chambers Truss,Foil Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc.Wed Mar 22 15:27:35 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-ojfeAI GKggRtAAd?HHeLGOgCaadYctu_kAaL5pzYM5M 0-3-0 H 2-6-0 i 0-1� 2-0-0 0-iF 0-15 I 0-3- Stale=1:26.0 5x6 11 3x4= 2x3 11 3x4= 2x3 11 2x3 11 3x4= 2x3 11 3x4= 5x6 11 1 2 3 4 5 6 7 8 9 10 o 0 16 15 14 13 12 11 2x3 11 3x8= 3x4= 3x4= 3x8= 2x3 ill q-3-D 14-10-12 d-3-b 14-7-12 0-3-1 Plate Offsets(X,Y)-- [1:0-3-0,Edgel,[5:0-1-8,Edgel,16:0-1-8,0-0-0],f10:0-3-0,Edgel,f11:0-1-8,Edgel,[13:0-1-8,Edgel,[14:0-1-8,Edge] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.09 14-15 >999 480 MT20 244/1901 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.13 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.02 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight:79lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 1=532/0-2-8,10=532/0-3-7 1 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-981/0,2-3=-978/0,3-4=-978/0,4-5=-1577/0,5-6=-1577/0,6-7=-1577/0,7-8=-977/0,8-9=977/0, 9-10=-980/0 BOT CHORD 14-15=0/1481,13-14=0/1577,12-13=0/1482 WEBS 1-15=0/1067,4-15=-556/0,4-14=27/318,10-12=0/1067,7-12=558/0,7-13=27/325 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. All I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. I � Design valid for use only with MITek®connectors.This design Is based oNy upon parameters shown,and Is for an Individual building component,not a miss system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design.&acfng Indicated Is to prevent bucldlrtg of indh4dual truss web and/or-ct:atd members only. Additierval temporary and permanentkxactng MiTek• ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrcatlon,storage•delivery,erection and tracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 1 i I Job Truss Truss Type Qty Pty T70704852 74208 FLL ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:05 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-U DAn9nRjitB4vx01DPgvJvWZXN W hE WQa2V6jOQzYMBS 0-3-0 H 2-6-0 0?43, 2-0-0 , 2-63 5-10 r Scale=1:23.7 3x4= 4x6 11 3x4= 2x3 I I 2x3 I I 2x3 11 3x4= 4x6 11 1 2 3 4 5 63x4= 7 8 9 o o q 71 15 14 13 12 11 10 2x3 11 3x6= 3x4= 2x3 I 3x6= 2x3 I i Q-3-Q 5-10-5 1 6-10-1-0-05 1 7-10-5 13-3-0 13-8-1 d-3-b 5-7-5 1-0-0 5-4-11 -5-10 Plate Offsets(X,Y)-- [l:D-3-0,Edge1,[5:0-1-8,Edgel,[6:0-1-8,Edgel,[9:0-3-0,Edgel,[10:0-1-8,Edgel,[12:0-1-8,0-0-01,[13.0-1-8,Edge1 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.07 13-14 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.26 Vert(TL) -0.09 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) -0.01 9 n/a n/a BCDL 5.0 Code FBC2014fTP12007 (Matrix) Weight:72lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,l except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=472/0-2-8,9=472/0-5-2 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-848/0,2-3=-845/0,3-4=-845/0,4-5=-1239/0,5-6=-1241/0,6-7=-846/0,7-8=-846/0,8-9=-849/0 BOT CHORD 13-14=0/1230,12-13=0/1241,11-12=0/1241 WEBS 5-13=-291/158,1-14=0/922,4-14—426/0,4-13—184/349,9-11=0/924,6-11=-490/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)1. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r ' I i i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with Milek®connectors.This design Is based only upon parameters shown,and is for an individual 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 iruss,rreb and/or chord members only.Ad.-Hon-al temporary andpermanent 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 T10704853 74208 FLM ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Mar 22 15:21:05 2017 Page 1 I D:Gq HGQ EzrJYXu4Ap_3BMfq_zT7Xq-UDAn9nRjitB4vx01 D PgvJvWaTNYKEYna2V6jOQzYMBS 0-7-1 2-6-0 0-9-7 2-0-0 0-10-15 0-5-10 Sca e=1:18.2 4x6 11 3x4= 2x3 I 3x4= 2x3 3x4= 4x6 II 1 2 3 4 5 3x4= 6 7 8 I 0 o 0 1 I I I 14 13 12 11 10 9 2x3 II 3x6= 2x3 11 2x3 II 3x6= 2x3 11 0-7-1 4-M 5-0-0 63-0 10-0-7 10-6-1 1 0-7-1 1 3-7-15 1-0-0 1-0-0 3-9-7 0-5-10� Plate Offsets(X,Y)-- f1:0-3-0,Edgel,f4:0-1-8,Edctel,f5:0-1-6,Edgel,f8:0-3-0,Edgel,f9:0-1-8,Edgel,f11:0-1-8,0-0-01,[12:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.02 11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(TL) -0.03 11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(fL) -0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:56lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30(flat) end verticals. ! WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=342/0-6-9,8=342/0-5-2 i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-557/0,2-3=-554/0,3-4=-554/0,4-5=-639/0,5-6=-555/0,6-7=-555/0,7-8=-558/0 BOT CHORD 12-13=0/639,11-12=0/639,10-11=0/639 WEBS 1-13=0/605,8-10=0/606 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. I ®WARNING-Verity destgn parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. *� Design valid for use only with MITek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not isYp a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall f�,� ek• building design.Bracing-indicated is to prevent buckfina of individual trussweb and/or chord members only.Additional temporary and permanent bracing Is always required for stabllify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'yeiT fabrication.storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply T10704854 74208 FLN ROOF TRUSS t 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:05 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-U DAn9nRjitB4vx01DPgvJvW a7NZm EbSa2V6jOQzYMBS 0-7-1 1-4-15 r 2-0-0 1-6-6 0 5-1� Scale=t 13.1 3x6 I I 3x4= 3x4= 3x6 I I 1 2 32x3 4 2x3 I 5 6 I 0 0 v i 2x3 11 3x4= 2x3 I 10 9 8 7 3x4= r 0-7-1 2-3-0 i 3-3-0 4-0-0 6-0-6 6-6-0 ' 0-7-1 ' 1-7-15 1-0-0 1-0-0 1-9-fi 0-5-10 Plate Offsets(X,Y)-- [3:0-1-8,Edge],f4:0-1-8,0-0-01,f7:0-1-8,Edgel,f8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.01 8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(iL) -0.01 8 >999 360 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:34 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS2x4 SP No.3(flaf) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=195/0-6-9,6=195/0-5-2 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i I i i I A 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 MllekO 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 binding design.Bracing indicated is to prevent buckling of individual truss web-and/or chord members only.Addiffonai temporary-and permanent bracing - M'Tek' I is always required for stability anp to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i ` Jab Truss Truss Type Qty Ply T70704855 74208 FLO ROOF TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Wed Mar 22 15:21:06 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-yPkAN7RLTAJxX5aUm6L8s63kbmtWz_NkH9rGxszYMBR 0-11-10 2-6-0 0-11-12 i 2-0-0 I 1-712 1p Scale=1:20.3 46 13x4= 2x3 11 3x4= 2x3 11 3x4= 46 I 1 2 3 4 5 3x4= 6 7 8 i I 0 0 0 14 13 12 11 10 9 2x3 I I 3x6= 2x3 I I 2x3 I I 3x6= 2x3 11 0-11-10 4-9-14 5-9-14 6-9-14 11-4-2 11-7-1 0-11-10 3-10-4 1-0-0 4-6-4 -3-1 Plate Offsets(X,Y)-- (1:0-3-0,Edgel,(4:0-1-8,Edgel,[5:0-1-8,Edge],f8:0-3-0,Edgel,(9:0-1-8,Edgel,(11:0-1-8,0-0-01,(12:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.04 10-11 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(TL) -0.05 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.01 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:61 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,,except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=376/0-11-2,8=376/0-3-2 1 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=627/0,2-3=-624/0,3-4=-624/0,4-5=-775/0,5-6=-633/0,6-7=-633/0,7-8=-636/0 BOTCHORD 12-13=01775,11-12=0/775,10-11=0/775 WEBS 1-13=0/680,4-13=-322/0,8-10=0/691,5-10=261/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. I I i I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall npy� e a btvlding design.Bracing Indicated Is to prevent.buckflrtg of€rvJivldual tnsss web ar1d/or chord members only.Additional temporary andpermanent bracing IYI BTek` Is always required for stability and to prevent collapse wtlh possible personal Injury and property damage. For general guidance regardfng the fabrication,storage,delivery,erection and bracing of trusses and miss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitule,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 33610 I � Job Truss Truss Type Qty T1070485 74208 FLP ROOF TRUSS i Ply J Job Reference(optional) 6 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Mar 22 15:21:06 2017 Page 1 1 D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-yPkAN7RLTAJxX5aUm6L8s63kymurzl wkH9rGxszYMBR 0-11-10 1-8-1 I 2-M i 2-4-0 �y i Scale=1:15.5 3x6 I I 3x4= 2x3 3x4= 4x6 11 1 2 3 4 2x3 11 5 6 I ' I I 0 o Y I I ' 10 9 8 3x4= 7 2x3 I I 3x4= 2x3 11 0-ti-10 2-10-11 3-10-11 4-10-11 7-5-11 7-9-5 1 0-11-10 1-11-1 1-0-0 1_0 2-7-0 -3-10 Plate Offsets(X,Y)-- f3:0-1-8,Edgel,(4:0-1-8,0-0-01,f6:0-3-0,Edgel,f7:0-1-8,Edgel,f8:0-1-8,Edge1 [9:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.02 7-8 >999 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.03 7-8 >999 360 BCLL 0.0 Rep Stresslncr YES WB 0.17 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:40lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,i except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=23410-11-2,6=23410-3-2 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-296/0,2-3=295/0,3-4=-295/0,4-5=-295/0,5-6=-298/0 BOT CHORD 8-9=0/295 WEBS 1-9=0/3501 6-8=0/325 I NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i II C I i i ®WARNING-Verify design parameters and READ NOTES,ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10103/2015 BEFORE USE Design valid for use only with MITek®connectors.This d'eslgn Is based ody 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 bolding-design.Brachg Indicated Is to prevent bucklirig�.of ID:Jh�ldual truss web and/or chord members only.Additional temporary and permanent bracing �BT�k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcation,storage,dellvery,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,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 II , I r Jab Truss Truss Type city Ply T10704857 74208 FLO ROOF TRUSS i 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:21:07 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-QbIYaTSzEU Ro9F9hKptNOKcugAGxiW mtWobgTJzYMBQ 0-11-10 4x6 I I 3x4= 3x4= 3x6 11 i r 2-4-10 r 0-3-10 i 1 r 2 3 4 Scale:l.5'=1' I f i 0 17 2x3 11 3x4= 6 5 i 0-11-10 3-7-4 3-10-14 0-11-10 2-7-10 0-3-10 Plate Offsets(X Y)-(1:0-3-0,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 6 "" 480 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) -0.01 5-6 >999 360 BCLL 0.0 Rep Stress incr YES W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight:22 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, BOT CHORD 2x4 SP M 30(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=94/0-11-2,4=94/0-3-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with MlTek0 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 Ind!cated Is to prevent buckling of indivPlttat truss web and/or chord members only.Additional temporary and permanent tfacing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of,trusses and truss systems,seeANSf/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 I � I�— i Job Truss Truss Type r Qty' ply T10704858 74208 G SPECIAL 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:07 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-Qbl YaTSzEURo9F9hKptNOKcuoADxiTOtWobgTJzYMBQ 2-4-6 6-5-6 10-6-6 14-1-0 15-1-0 2-4-6 4-1-0 4-1-0 3-6-10 Scale=1:26.0 2.61 12 5x6= 3X4 2 • 1 13 34x4 zz I I 4x4 zz 3.00 L12 4 14 5 - � 6 v Jm 0 8 7 g 3x4= 3x4= 6x8= 3x4= 5-4-15 10-6-6 14-1-0 ' 5-4-15 5-1-7 3-6-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.04 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.06 7-8 >999 240 Weight:67lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,,except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bracing. REACTIONS. (lb/size) 5=586/0-8-0,9=501/0-4-13 Max Horz9=172(LC 9) Max Uplift5=-418(LC 9),9=-315(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=835/677,3-13=-862/670,3-4=-1331/953,4-14=1342/938,5-14=-1362/935 BOT CHORD 8-9=-178/345,7-8=684/994,5-7=-855/1302 WEBS 2-8=-423/632,3-8=-344/363,3-7—213/327,2-9=-520/516 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=19ft B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterjor(2)0-1-12 to 5-4-6,Intedor(1)5-4-6 to 15-1-7 zone;cantilever left and right exposed;C-C for members and forces&MWFRS 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 Ib uplift at joint(s)except Qt=lb)5=418, 9=315. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 I ®WARNING-VerUy design parameters and READ NOTES ON TNIS 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 —" I a truss system.Before use,the building designer must verity the app4lcab0lty of design parameters and properly Incorporate this design into the overall buidding design. Bracing Indicated is to prevent budding of Individual husswele and/or ctrxd members only. A•ddlBonal temporary csrd permanent br�.,irrg 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,DSE-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 iI f Job Truss Truss Type Qty Ply T10704859 74208 GRA L.DUAL PITCH 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi-rek Industries,Inc.Wed Mar 22 15:21:08 2017 Page 1 1 D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-unswnpTb?oZfmOktuXOcxX82aaXLRyoOkSKN?IzYMBP -1-1-13 3-6-0 5-9-2 9-1-11 14-6-4 15-7-2 1-1-13 3-6-0 2-3-2 3-4-9 5-4-9 1-D-15 Scale=1:28.2 4x12= 4x4= 2.61 FIT2.79 12 15 3 16 17 18 4 vi } 2 5 177 6 o I� 0 19 8 20 7 3x4= 2x3 I I 3x4= 3x4= 3-6-0 5-9-2 9-1-11 14-6-4 2-3-2 ' 3-4-9 5-4-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.13 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.17 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.08 Horz(TL) 0103 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:55lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=707/0-9-3,5=698/0-8-10 Max Horz2=46(LC 4) Max Uplift2=-564(LC 4),5=-602(LC 5) Max Grav2=707(LC 1),5=706(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=1804/1407,3-15=-1779/1408,3-16=-1695/1442,16-17=1695/1442, 17-18=-1695/1442,4-18=-1695/1442,4-5=-1750/1455 BOT CHORD 2-19=1290/1753,8-19=1290/1753,8-20=-1290/1766,7-20=-1290/1766,5-7=-1338/1678 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=19ft B=45ft;L=2411t;eave=4ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=564, 5=602. 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)148 lb down and 112 lb up at 5-3-1, 198 lb down and 215 lb up at 5-9-2,and 100 Ib down and 108 lb up at 7-4-9,and 229 lb down and 192 lb up at 9-1-11 on top chord, and 24 lb down and 45 lb up at 5-3-1,66 lb down and 37 lb up at 5-9-2,and 34 lb down and 24 lb up at 7-4-9,and 58 lb down and 70 lb up at 9-1-11 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=-54,4-6=54,9-12=-20 Concentrated Loads(lb) Vert:3=-65(F)4=-14(F)8=-41(F)7=-33(F)15=23(F)17=-43(F)19=4(F)20—29(F) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE MIl--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeM 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 Met buildIngdesign.Bracing Indicated lstoprevent buckling ofindividual firm web and/or chord members only. Additionaltempoxaryardpermar:entLvaclr:g 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,seeANSi/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute,2,18 N.Lee Street Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type r Qty Ply 74206 ORB SPECIAL 1 1 Job Reference(optional) T10704860 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Wed Mar 22 15:21:09 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-M_QI?9UD15hW OYJ3SEvrTlhDK_ryA14Az64xYBzYMBO -1-0-0 3-0-0 6-10-10 10-7-11 14-8-4 1-0-0 3-0-0 3-10-10 3-9-1 4-0-9 Scale=1:28.1 3x4 I 2.90 F12 6 3x4 5 15 3.00 12 412= 4x4= 3 2 to o I 19 10 9 8 16 3x4= 2x3 11 44= 44= 7 3x4= r 3-0-0 6-10-10 10-7-11 , 14-8-4 , 31-0 3-10-10 3-9-1 4-0-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.13 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(fL) -0.28 9 >616 240 BCLL 0.0 Rep Stress Incr NO W B 0.52 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.22 9 >810 240 Weight:69lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc pudins; except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. REACTIONS. (lb/size) 7=517/0-8-4,2=672/0-8-0 Max Horz2=183(LC 17) Max Uplift7=390(LC 4),2=526(LC 4) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1613/1158,3-14=-2501/1769,4-14=-2501/1769,4-5=1000/667 BOT CHORD 2-10=1243/1543,9-10=1240/1554,8-9=-1907/2523,8-16=735/960,7-16=-735/960 WEBS 3-9=-656/968,4-8=-1596/1197,5-8=-284/444,5-7=1033/790 NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=19ft;B=45ft;L=24fh eave=4ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=390, 2=526. 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)107 lb down and 106 lb up at 3-0-0, and 155 lb down and 155 lb up at 6-10-10,and 271 lb down and 216 lb up at 11-2-12 on top chord,and 27 lb down and 44 lb up at 3-0-0,and 66lb down and 91 lb up at 6-10-4,and 35 lb down and 98lb up at 11-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)Imthe 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=-54,4-6=-54,7-11—20 Concentrated Loads(lb) Vert:3=-2(B)4=39(B)10=17(B)9—66(B)15=65(B)16=3(B) i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITekO connectors.This design is based only upon parameters shown.and Is for an individual building component,not R` a truss system.Before use,the building designer must verify the applicab{Ilty of design parameters and properly Incorporate this design Into the overall building design. Bracingindlcated 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 collopse,with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of;tnrsses and truss systems,seeANSUTP1I 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 T10704861 74208 H MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 Mi rek Industries,Inc. Wed Mar 22 15:21:09 2017 Page 1 1 D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-M_QI?9U D15hW OYJ3S EvrTlh91_r6AQGAz64xYBzYMBO 6-3-8 6-3-8 Scale=1:13.5 3 1 2.61 12 9 3x4 2 li • 1 • 5x8 I 4 6-3-8 6-3-8 Plate Offsets(X,Y)-- (1:0-3-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.55 Vert(LL) -0.05 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.14 4-7 >530 240 BOLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.04 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.17 4-7 >436 240 Weight:23lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1=227/Mechanical,3=150/Mechanical,4=77/Mechanical Max Horz 1=87(LC 8) Max Upliftl=-141(LC 8),3=-153(LC 8),4=18(LC 8) Max Grav1=227(LC 1),3=150(LC 1),4=106(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-366/235 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=19ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Corner(3)0-0-0 to 4-2-15,Exterior(2)4-2-15 to 6-1-12 zone;cantilever left and right exposed;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. j 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=1b)1=141 ,3=153. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-V dfy design parameters and READ NOTES ON THIS AND INCLUDED MrTEK 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 vedfy the applicability of design parameters and properly Incorporate this design Into the overall EE tru8dkrg design.Bracing fndloatedis to prevent buckling of1nzHW_xl truss web and/or chord members only.Addillonal temporary and permanent bran-Ing 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.BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type , Qty Ply T10704862 74206 J1 JACK 2 1 , Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Wed Mar 22 15:21:10 2017 Page 1 I D:GgHGQ EzrJYXu4Ap_3BMfq_zT7Xq-rAzgCUUrW PpNOiuF?yQ4OyEQ70H Ivs WJCmpU4dzYMBN r -1-0-0 1-9-0 1-0-0 1-9-0 Scale=1:6.6 3 3.00 F12 i 2 1 i 4 3x4= 1-9-0 1-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins! BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=28/Mechanical,2=135/0-8-0,4=20/Mechanical Max Horz2=50(LC 8) Max Uplift3—19(LC 8),2—142(LC 8),4=-5(LC 9) Max Grav3=28(LC 1),2=135(LC 1),4=23(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=19ft;B=45ft;L=24ft;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)zone;cantilever left and right exposed;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 ail 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=142. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and is for an Individual building component.not a 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 isto prevent L,acklingofSndi%,Idu-frussweb-and/or cM_rd members only.Additioral temporary and permanent bracing ��T�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 r Job Truss Truss Type Oty Ply T10704863 74208 J4 JACK 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:21:10 2017 Page 1 I D:Gq HGO EzrJYXu4Ap_3BMfq_zT7Xq-rAzgCUUrW PpNOiuF?y04OyEMzOCivs WJCmpU4dzYMBN -1-0-0 4-5-5 1-0-0 4-5-5 Scale=1:10.7 3 3.00 12 8 e1 N � 2 3x4= 4 4-5-5 4-5-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.03 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 Weight:15lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=86/Mechanical,2=243/0-8-0,4=44/Mechanical Max Horz2=88(LC 8) Max Uplift3=-81(LC 8),2=-198(LC 8),4=-5(LC 8) Max Grav3=86(LC 1),2=243(LC 1),4=64(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=19ft;B=45fh L=24ft eave=4fh Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interior(1)1-11-9 to 4-3-9 zone;cantilever left and right exposed;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. j 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=198. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t II j I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design.Bracing-irr;icated is to prevent buckling of Individual truss web and/or chord members only.Addif!onal temporary end permanent bracing �iTek• Is always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and IrISS 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,Sulte 312,Alexandria,VA22314. Tampa,FL 33610 i � I Job Truss Truss Type city Ply T10704864 74208 J4A JACK 1 1 _ Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 Mi-rek Industries,Inc. Wed Mar 22 15:21:11 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7XgJMX3QgV UHjxEdsTSZfxJZAmaOnaNeJsTQQZ1 c4zYMBM 4-0-10 1-0-0 4-0-10 Scale=1:10.0 2x3 11 3 4. 3.00 12 9 i i 2 1El 5 3x4= 2x3 I I 4-0-10 4-0-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.01 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.01 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 5-8 >999 240 Weight:15lb FT=20% LUMBER- BRACING- I TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=211/0-8-0,5=136/0-4-11 Max Horz2=87(LC 12) Max Uplift2=177(LC 8),5=112(LC 12) 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=19fh B=45ft;L=24fF eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interior(1)1-11-9 to 4-0-10 zone;cantilever left and right exposed;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)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s)except Qt=lb)2=177, 5=112. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I ®WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based oNy upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing lnrdlcoted Is toprevent buckling of Individual truss web and/or ctr_ud members-only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent coliapse,with possible personal Injury and property damage. For general guidance regarding the fabrlcation,storage,delivery,erection and bracing of dt6sses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollaNe from Truss Plate Institute,2,18 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type city' Ply T10704865 74208 J4B JACK 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:21:11 2017 Page 1 I D:GgHGQ EzrJYXu4Ap_3BMfq_zT7Xq-JMX3QgVU HjxEdsTSZfxJZAmXgnYweJmTQQZ1 c4zYMBM -1- -0 4-5-7 1 0 0-0 4-5-7 Scale=1:10.7 3 3.00 12 e 2 1 t 3x4= 4 45-7 4-5-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.03 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/TPI2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight:15lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=86/Mechanical,2=244/0-8-0,4=45/Mechanical Max Horz2=89(LC 8) Max Uplift3=-81(LC 8),2=-198(LC 8),4=-5(LC 8) Max Grav3=86(LC 1),2=244(LC 1),4=65(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=19ft;B=45fh L=24ft eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interior(1)1-11-9 to 4-3-11 zone;cantilever left and right exposed;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 fora 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=198. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. >< i ' I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. �/�� Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not i.�f� a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall �A build[n•;: gn.Sracfng�frtd�atedls to prevent truct<I€F g oflndz viducb truss web and/or chord members only.Additional temporary and pe marentlxurEng fVliTek* � Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply 74208 JS JACK 2 1 Job Reference(optional) T10704866 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:12 2017 Page 1 I D:GgHGQ EzrJYXu4Ap_3BMfq_zT7Xq-nZ5RdAW 62035FO2e7NSY5NJgQBtgNm?cf4lb8WzYMBL 5-0-0 1-0-0 5-0-0 Scale=1:11.7 3 3.00 12 8 * 9 i 2 1 3x4= 4 5-0-0 5-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight:17lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=97/Mechanical,2=269/0-8-0,4=49/Mechanical Max Horz2=97(LC 8) Max Upllft3=-93(LC 8),2=212(LC 8),4=-4(LC 8) Max Grav3=97(LC 1),2=269(LC 1),4=73(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-538/628 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=191t B=451t;L=24ft;eave=4ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interlor(1)1-11-9 to 4-10-4 zone;cantilever left and right exposed;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 100 lb uplift at joint(s)3,4 except Ot=lb) 2=212. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. a ' I I ®WARNING-Verily design parameter.and READ NOTES.ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE R Design valid for use only with MITek(D 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 be:'dding design. Bracing Indicated is topreventbuNding!.oUndividuat truss web and/or c"-d members only.Additional temporary and permanent bracing MI-re W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i I i I Job Truss Truss-Type— " Qty Ply ' T10704867 74208 J7 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:12 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-nZ5RdAW 62035FO2e7NSY5NJkRBr7NIicf4lb8 WzYMBL -1-0-0 7-0-0 7-3-6 1-0-0 ' 7-0-0 0-3-6 Scale:3/4°=1' 2x3 I I 3 4 3.00 12 10 9 2 ' LJ IT r� 0 5 3x4= 2x3 II 4-0-7 7-3-6 4-0-7 3-2-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.14 5-8 >575 240 j BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 2 rl/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.07 5-8 >999 240 Weight:26 lb FT=20% 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=353/0-8-0,5=223/0-4-11 Max Horz2=133(LC 12) Max Uplift2=-259(LC 8),5=-169(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-5=-164/280 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=19ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interior(1)1-11-9 to 7-1-11 zone;cantilever left and right exposed;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 ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=259, 5=169. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MI1ek8 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall A 1)uHd!n9 design. &�ing!ndratede`s to prevent buckling of individual truss web andlor ct,.ord members only. Additional temporary and permanentLvacing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardng 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 Bid. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I i Job Truss Truss Type Qty Ply T10704868 74208 J11 JACK 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 M7ek Industries,Inc. Wed Mar 22 15-:21:10 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-rAzgCU UrW PpNOiuF?yQ4OyEQ70 HYvsWJCmpU4dzYMBN i -1-0-0 1-5-15 1-0-0 1-5-15 Scale=1:6.3 3 3.00 12 2 N Co I O 1 I v O >< 4 3x4= 1-5-15 1-5-15 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 0.19 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(fL) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:6lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=21/Mechanical,2=127/0-8-0,4=16/Mechanical Max Horz2=46(LC 8) Max Uplift3=-10(LC 8),2=-140(LC 8),4=-6(LC 9) j Max Grav3=21(LC 1),2=127(LC 1),4=18(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=19ft;13=45ft;L=24ft;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;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 fora 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=140. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. li I I I I ' ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.101032015 BEFORE USE. Design valid for use only with MITek0 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 _ -br�ding design.Bracing fruJicated is to-prevent buckling of indiv ldual truss web and/or c#yr p•d members only.Additional temporary Md permanent bracing M(Tek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avatiable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qtyr Ply r1o7o4ess 74208 K SPECIAL 1 1 Job Reference o ttonal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:13 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-FlfprWXkpKBytAdgh4znebsxbbFQ69bmllk28hyzYMBK -11-0 5-0-0 9-5-12 10-6-1 1-0-0 5-0-0 4-5-12 1-0-5 Scale=1:19.7 2.90 F12 2x3 I 4x12= 4x4= 5 6 3.00 12 3 14 4 13 < 7 2 'a� .F� 9 8 7 2x3 11 3x4= 3x4= 2x3 I i 5-0-0 9-5-12 r 10-6-1 r 5-0-0 4-5-12 1-0-5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.09 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 HOrz(fL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.06 8-9 >999 240 Weight:44lb FT=20% 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 9-5-9 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=442/0-8-0,7=381/0-4-11 Max Horz 2=117(LC 12) Max Uplift2=331(LC 8),7=276(LC 9) Max Grav2=442(LC 21),7=381(LC 1) i FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-777/518,3-13=-753/524 BOT CHORD 2-9=563/730,8-9=-565/747 WEBS 3-8=-777/597 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=19ft;B=45ft;L=241t;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-7 to 1-11-9,Interior(1)1-11-9 to 10-6-1 zone;cantilever left and right exposed;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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=331, 7=276. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE R Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component not P_rt`j a truss system.Before use,the building designer must verify the applicability,of design parameters and property Incorporate this design Into the overall A bildingdesign.6racingindicatedistoprevenibucklingofind€vidualfrusswebarWorchordmembemoniy.Addit:n�altemporaryandpermanentL,raring MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Fru'ss—Type city PlyT10704870 74208 KJ4 O TRUSS 1 TJb Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:13 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-FlfprWXkpKBytAdgh4znebsw7bGp6DFmuk28hyzYMBK 4-9-15 4-9-15 Scale=1:9.7 1.82 F12 2 ' 3x4= rn co 6 7 3 4-9-15 4-9-15 —� Plate Offsets(X Y)-- f1:0-8-5,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.03 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 3-6 >877 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014fTPI2007 (Matrix-M) Wind(LL) 0.05 3-6 >999 240 Weight:15lb FT=26 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=295/0-8-13,2=128/Mechanical,3=99/Mechanical Max Horz 1=51(LC 4) Max Upliftl=235(LC 4),2=-129(LC 4),3=-58(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=191t;B=45ft L=24ft;eave=4ft Cat.II; j Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;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 100 lb uplift atjoint(s)3 except Qt=1b)1=235 ,2=129. 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)176 lb down and 192 lb up at 2-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-4=-20 Concentrated Loads(lb) Vert:7=-176(B) I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of-Individual truss�meb and/or cf d members only.Additional temporary and permanent bracing lViiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria VA 22314. Tampa,FL 33610 I I � Job Truss FIrlulss, Type Qty771tiob T10704871 74208 KJS TRUSS 1 Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:14 2017 Page 1 ID:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-jxDB2sYMaeJoUJC1 EOVOAOO79?ejrgVv7OnhDPzYMBJ 1-1-14 3-4-3 5-8-15 1-1-14 3-4-3 2-4-12 Scale=1:13.9 3 2.60 FIT 8 N co n N 2 . � 1 9 3x4= 4 5-8-15 5-8-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress[nor NO WB 0.00 Horz(fL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:19lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=841Mechanicaf,2=16010-9-4,4=35/Mechanical Max Horz2=104(LC 17) Max Uplift3=-88(LC 4),2=-153(LC 4) Max Grav3=84(LC 1),2=160(LC 1),4=64(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=19fh 6=45ft;L=24ft;eave=oft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);cantilever left and right exposed;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 100 lb uplift at joint(s)3 except Ot=lb) 2=153. 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)128 lb down and 79 lb up at 2-1-13, and 128 lb down and 79 lb up at 2-1-13 on top chord,and 7 lb down and 56 lb up at 2-1-13,and 7 lb down and 56 lb up at 2-1-13 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 I;aiform Loads(pit) Vert:1-3=-54,4-5=20 Concentrated Loads(lb) Vert:8=159(F=79,13=79)9=40(F=20,13=20) ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10103,2016 BEFORE USE *R Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �A building design. Bracing indlcatedis to prevent b6ckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing 9YIB IT lk• � is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply T10704872 O TRUSS 74208 KJ6 MON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Wed Mar 22 15:21:14 2017 Page 1 ID:GgHGOEzrJYXu4Ap_3BMfq_zT7Xq-jxDB2sYMaeJoUJC1EoVOAoO79?eNrgVv7OnhDPzYMBJ -1-2-8 1 3-6-0 6-0-0 1-2-8 3-6-0 2-6-0 Scale=1:14.0 9 3 2.48 12 8 2 1 10 11 '3x4= 4 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.02 4-7 >999 240 MT20 244/190', TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.04 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:20lb FT='20% 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=79/Mechanical,2=171/0-9-11,4=57/Mechanical Max Horz2=106(LC 4) Max Upl1ft3=-173(LC 6),2=-164(LC 4),4=-46(LC 6) Max Grav3=153(LC 17),2=171(LC 1),4=65(LC 17) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=19ft;B=45ft;L=24ft;eave=oft;Cat.II; Exp C;Encl.,GCpi=O.18;MW FRS(directional);cantilever left and right exposed;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 100 lb uplift at joint(s)4 except Qt=lb)3=173 ,2=164. 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 devices)shall be provided sufficient to support concentrated load(s)117 Ib down and 75 lb up at 1-11-0, 117 Ib down and 75 Ib up at 1-11-0,and 137 Ib down and 109 Ib up at 5-5-12,and 137 Ib down and 109 Ib up at 5-5-12 on top chord, and 7 Ib down and 53 Ib up at 1-11-0,7Ib down and 53 Ib up at 1-11-0,and 25 Ib down and 41 Ib up at 5-5-12,and 25 Ib down and 41 Ib up at 5-5-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. j 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i LOAD CASE(S) Standard 1)DP ad+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=125 Uniform Loads(plf) Vert:1-3=-54,4-5=-20 Concentrated Loads(lb) Vert:8=150(F=75,B=75)9=20(F=10,13=10)10=39(F=20,B=20)11=-18(F=-9,B=-9) i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev.1 0/0 372 0 1 5 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additlonal temporaW cnd permanent tfac41g �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 BCSI Building Component 6904 Parke East Blvd.: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tama,FL 33610 l i Job Truss Truss Type Qty MP'Y , T10704873 74208 KJB MONO TRUSS 1ob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Wed Mar 22 15:21:15 2017 Page 1 I D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-B8nZFCY_LxRf6TnDoVOFjOxGj P_Ma712L2XFIrzYMB1 i -1-5-1 4-1-11 1-5-1, 4-1-11 Scale=1:11.3 2.11 12 3 8 rn 0 2 r` 3x5= 4 4-1-11 4-1-11 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) -0.01 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=79/Mechanical,2=249/0-11-6,4=46/Mechanical Max Horz2=76(LC 8) Max Uplift3=-83(LC 9),2=-272(LC 8),4=-15(LC 9) Max Grav3=79(LC 1),2=249(LC 1),4=60(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=19ft;B=45fh L=24fh eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)-1-5-6 to 2-9-9,Exterior(2)2-9-9 to 3-11-15 zone;cantilever left and right exposed;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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=272. 6)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I I i I ®WARNING-Verity 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.]his 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 buiding design. Bracing Indicated Is to prevent bucking efindividuat truss web arrd/or chord members only.Additional temporary and permanent bracing M''''ek' Is always required for stability and io 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 FMONOTRUSS Qty Ply T10704674 74208 VL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:15 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-68nZFCY_LxRf6TnDoVOFjOxBcPpaa5y2L2XFlrzYMBI 6-3-9 8-6-9 10-2-9 6-3-9 2-3-0 Scale=1:17.6 5x6= 2 3x4 I I 3.00 12 3 T I 6 0 m 1 3x4% 2x3 11 3x4 11 5 4 8-6-9 10-2-9 B-6-9 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 1-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.20 1-5 >423 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.18 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Wind(LL) 0.05 1-5 >999 240 Weight:33lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3"Except` TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except 1-2:2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=219/10-2-9,4=-146/10-2-9,4=-146/10-2-9,5=584/10-2-9 Max Horz 1=95(LC 8) Max Upliftl=-129(LC 8),4=-179(LC 21),4=-146(LC 1),5=346(LC 12) Max Grav1=219(LC 21),4=90(LC 8),5=584(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-384/604 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opst;h=19ft B=45fh L=24ft;eave=4fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)1-2-5 to 4-2-5,Interior(1)4-2-5 to 8-6-9,Exterior(2)8-6-9 to 10-0-13 zone;cantilever left and right exposed;C-C for members and forces&MWFRS 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 Ot=lb)1=129, 4=179,5=346. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03,2015 BEFORE USE. *� Design valid for use only with MITek8 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ice. J�EI a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �Ig�l building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ItllT �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,seeANSUTPI1 Quallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply r1o7o4a7s 74208 vM MONO TRUSS 1 JJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:15 2017 Page 1 I D:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-68nZFCY_LxRf6TnDoVOFjOxD3PvVa6A2L2XFlrzYMBI 6-6-9 7-10-14 6-6-9 Scale=1:14.8 4x4= 2 3.00 F12 33x4 II 7 6 m 1 3x4 5 4 2x3 I I 3x4 I I 6-6-9 7-10-14 6-6-9 1-4-5 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.02 1-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.06 1-5 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Wind(LL) 0.00 5 '*`* 240 Weight:25 ID FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-2:2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' WEBS 2x4 SP No.3 i REACTIONS. All bearings 7-10-14. (lb)- Max Horz 1=68(LC 8) Max Uplift All uplift 100 lb or less at joint(s)4 except 1=115(LC 8),5=-141(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,4,4 except 5=299(LC 1) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. j WEBS 2-5=-183/341 i 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=19ft;B=45fh L=24ft eave=4ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extehor(2)1-2-5 to 4-2-5,Interior(1)4-2-5 to 6-6-9,Exterior(2)6-6-9 to 7-9-2 zone;cantilever left and right exposed;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 20.0psf 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=lb)1=1 15 5=141. i 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use orgy with M!Tek6 connectors.Trgs 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 L--q!d!ng design.Bracing indicated Is to prevent brckM9g-ofindividual truss web andrer ctiod members only.Additional temporary and permanent-bracing MeW 1 Is always required for stability and to prevent collapse wish 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,VA22314. Tampa,FL 33610 j j r r Job Truss PrIuls sType QtyPlyT10704876 74208 VN O TRUSS i TlJob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Wed Mar 22 15:21:16 2017 Page 1 ID:GgHGQEzrJYXu4Ap_3BMfq_zT7Xq-fKLxTYZc6FZW kdLPMCXUGDUOJoJuJZYCaiGoHHzYMBH 4-6-9 7-10-14 4-6-9 Scale=1:10.4 4x4= 3.00 F12 6 2 3 2x3 I I 1 T Ll El r 5 4 3x4 2x3 I I 3x4= 7-10-14 4-6-9 4-6-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007. (Matrix) Weight:17lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 7-10-14 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=106/5-7-2,5=209/5-7-2 Max Horz 1=41(LC 8) Max Upliftl=-64(LC 8),5=-131(LC 12) Max Grav1=113(LC 21),5=209(LC 1) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-160/314 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=19ft B=45ft;L=24ft;eave=4fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)1-2-5 to 4-2-5,Interior(1)4-2-5 to 4-6-9,Exterior(2)4-6-9 to 5-5-6 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 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)1 except Qt=lb) j 5=131. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. s 1 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 buiding design. Bracing Indicated Is to prevent buckling of fndmduai truss web and/or chord members only.Additional temporary and permanent bracing M0 l'p ek° 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,seeANSI7TPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type city Ply T10704877 74208 VP SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Wed Mar 22 15:21:16 2017 Page 1 I D:Gq HGQEzrJYXu4Ap_3BMfq_zT7Xq-fKLxTYZc6FZW kdLPMCXUGDULXoGrJZMCaiGoHHzYMBH i 2-6-2 5-10-5 12-0-14 2-6-2 3-4-4 6-2-9 Scale=1:20.3 2.87 12 1.59 12 3x4 4x4 1 3.00112 3 4x4 IIII 2 8 9 d� 10 4 1 3x4 I 2x3 11 2x3 11 3x4 7 6 5 2-6-2 5-10-5 12-0-14 2-6-2 3-4-4 6-2-9 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) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Wind(LL) 0.01 4-5 >999 240 Weight:39lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-0-14. (lb)- Max Horz7=-82(LC 12) Max Uplift All uplift 100 lb or less at Joint(s)7,4 except 6=132(LC 9).5=-251(LC 9) Max Grav All reactions 250 lb oriless at joint(s)7,4,4,6 except 5=364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-5=-248/355 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=19ft B=45ft;L=24ft;eave=4ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)0-1-12 to 2-6-2,Interior(1)2-6-2 to 5-10-5,Exterior(2)5-10-5 to 8-10-5 zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 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 6f'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)7,4 except Qt=lb) 6=132,5=251. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03,2016 BEFORE USE. 5� 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 appllcab0lty of design parameiers and properly Incorporate this design Into the overall �A buildingdesign. BracingindtcatedIstopreventbucklingof€ndividualtrussweband/w-chord members only.Additional temporary and permanentbr�.,ing Sp�iTek• is always required for stability and to prevent collapse Wlh possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of musses and muss 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 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 offsets are indicated. - (Drawings—not to scale) — Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For ��1/16rrN wide truss spacing,individual lateral braces themselves 0 WEBS c3 4 may require bracing,or alternative Tor I O °? 0 bracing should be considered. CL = U r ,� = 3. Never exceed the design loading shown and never a �p U stack materials on inadequately braced trusses. 00 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 06-7 C5b '— designer,erection supervisor,property owner and plates 0-110 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. "software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 'r Unless ressly oted,this n Is not icable a PLATE SIZE PRODUCT CODE APPROVALS 9. use withxfire retard ntt,preservative ive treated for green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or 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. ��K 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review oil portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, Nil 0 MiTek is not sufficient. BCSI: Building Component Safety Informattiion, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quali Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015