Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss paperwork 2nd part
Job Truss Truss Type Qty Ply 812002-Hays Res. T10185268 812002 T13 Roof Special 1 1 812002024 Job Reference(optional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:18 2017 Page 1 I D:_p1GfuT6_ElpO2H_9vVvpyd3Rl-YKKi3j4eD NcIZZ5Jacs?5DC20 P3bP P CG sq HRrszx4gd 13-M -2-0-0 6-0-12 11-0-0 1 -0-0 19-9-2 26$-0 33514 40+1-0 43-2-1 49�-0 51�-0 2-0-0 6-0-12 4-11-4 6-9-2 6-10-14 6-10.14 6-9-2 2-10.1 6-1-15 2-0-0 0-&0 Scale=1:92.6 5x6= __ 6.00 12 4 5 5x8 5x6= 6 7 8 9 10 rn 3 11 d M � 2 12' 1 M14 d 46= 22 21 20 19 18 17 16 15 14 46=, 2x4 II - 6x8= 3x8 5x8= rr 12 i 12-4-0 1 19-9-2 26-8-0 33-6-14 40-4-0 49-4-0 6-0-12 6-3-4 0.& 112 6-10.14 6-10.14 11.1 9-0.0 Plate Offsets(X,Y)— 14:0-3-O.Edgel.18:0-3-0.0-3-01,110:0-3-0,0-2-01,119:0-3-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.25 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.45 16-17 >975 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:263 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4-6:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-19,7-17,9-17 15-18:2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=398/0-8-0,21=2033/0-8-0,12=1429/0-8-0 Max Horz 2=134(LC 10) Max UpIM2=243(LC 12),21=937(LC 13),12=718(LC 13) Max Grav2=506(LC 23),21=2033(LC 1),12=1429(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=441/193,3-4=188/441,4-5=-50/269,5-6=346/680,6-7=1428/1339, 7-8=234212103,8-9=-2342/2103,9-10=2498/2251,10-11=2142/1886, 11-12=2329/1959 BOT CHORD 2-22=146/329,21-22=146/329,20-21=337/561,19-20=337/561,18-19=-898/1428, 17-18=898/1428,16-17=1811/2498,15-16=1284/1869,14-15=1284/1869, 12-14=1513/1989 WEBS 3-2 1=537/598,5-21=1 100/823,6-19=169112043,7-1 9=1 0031995,7-17=916/1107, 8-17=361/448,9-16=293/400,10-16=653f758,10-14=204/370,11-14=201/331, 6-21=599n00 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=243, 21=937,12=718. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/201 S BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Duality 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 36, Job Truss Truss Type Qty Ply 812002-Hays Res. j T10185269 812002 T14 Hip 1 1 812002025 Job Reference o tiona Builders FirstScurce, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:18 2017 Page 1 ID:_pIGfuT6_EI p02H_9vVvpyd3Rl-YKKj3j4eD NcIZZ5Jacs?5DC3fP6?PR3GsgH Rrszx4gd r-2-0.0 6-0.12 i 11-0.0 1,-4-0 1&10.7 25 14 31-11-5 38-4-0 43-3-4 i 49-4-0 51-4-0 i • 2-0.0 6-0.121-4-0 E6-7 6-Fr7 6-4-11 411-4 6-0-12 2-Oi0 i Scale=1:89.5 5x6= 6.00 12 4 5 6 7 8 9 10 d 2 12 I 1 13I4 650 US= 22 21 20 19 18 17 16 15 14 4,6= 2x4 II 6x8= 5x6= 2x4 I 6-0.12 11-110 124- 18-10.7 25-4-14 31-11-5 38-4-0 43- - 49-0-0 12 411-4 -4-0 6-6.7 66.7 6-Cr7 6-4-11 4-11-4 E-0.12 Plate Offsets(X.Y)— 14:0-3-0.0-2-01.110:0-3-0.0-2-01,118:0-2-12.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.18 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.35 15-17 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.72 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:271 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21,8-19,9-18 REACTIONS. (lb/size) 2=312/0-8-0,21=2148/0-8-0,12=1401/0-8-0 Max Harz 2=134(LC 10) Max Uplift2=234(LC 12),21=942(LC 9),12=552(LC 13) Max Grav2=351(LC 19),21=2148(LC 1),12=1401(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=298/402,3-4=314/663,4-5=-221/596,5-6=221/596,6-7=857/940,7-8=-857/940, 8-9=1709/1651,9-1 0=1 986/1888,10-11=1952/1752,11-12=2312/1942 BOT CHORD 2-22=330/421,21-22=330/421,20-21=418/857,19-20=-418/857,18-19=-1129/1709, 17-18=1366/1986,16-17=1121/1680,15-16=-1121/1680,14-15=1505/1973, 12-14=1505/1973 WEBS 3-21=556/615,5-21=-605/594,6-21=-182511495,6-19=557/859,8-1 9=1 133/933, 8-18=1651438,9-18=382/311,9-17=-204/261,10-17=331/514,10-15=214/364, 11-15=383/450 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=234, 21=942,12=552. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARMING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use onywith 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 building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pennanent 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,see ANSIrrPl1 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 36610 I � Job Truss Truss Type Qty Ply &12002-Hays Res. T1o185270 812002 T15 Hip 1 1 812002026 Jab Beferer3ce(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:19 2017 Page 1 ID:_pIGfuT6_EI pO2H_9vvvpyd3RI-OM4G24G_gk9 BjgV8J NEeRkDtpR38tiQ4 U 1_NJnt4gc r2-0.0 6A-12 12-4-0 1$Or0 20.&12 28-7-4 36-4-0 i 433-4 49-4-0 i51-4.0 i • z 0-0 6-0.12 s-3-4 0.&0 7-112 7-10.9 7-8-12 11:1-4 s-a1z z-0-,o Scale=1:91.1 6.00 F12 5x6= 2x4 I I sxs= 5 6 7 8 9 10 4x6 4 11 d 3 12 d v5 'd m 2 13 m .411 14I4 d 4x6= 23 22 21 24 25 20 1926 18 27 17 16 15 4x6= d 2x4 II 6x8= 5x8= 2x4 I 6-0.12 12-4-0 1 20.9-12 2&7-4 36�-0 41 3-4 49-4-0 6-0-12 G3-4 0.8- 7-8-12 7-10.8 7-8-12 6-11-4 6-0.12 Plate Offsets(X Yh 16:0-3-8 0-2-41 110:0-3-8 0-2-41 111:0-3-O.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.15 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.37 16-18 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.82 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:277 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-4 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-20,9-20,10-18 6-22:2x4 SP M 31 REACTIONS. (lb/size) 2=69/0-8-0,22=2470/0-8-0,13=1321/0-8-0 Max Horz 2=155(LC 10) Max Uplift2=224(LC 24),22=976(LC 9),13=558(LC 13) Max Grav 2=134(LC 23),22=2470(LC 1),13=1338(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=461/749,3-4=747/1004,4-5=735/1141,5-6=-482/1028,6-7=739/842, 7-8=739/842,8-9=739/842,9-10=1448/1445,10-11=1622/1511,11-12=-1709/1494, 12-13=2205/1851 BOT CHORD 2-23=-641/596,22-23=641/596,22-24=767/1003,21-24=-767/1003,21-25=767/1003, 20-25=767/1003,20-26=-841/1448,19-26=841/1448,18-19=-841/1448, 18-27=864/1442,17-27=-864/1442,16-17=864/1442,15-16=-1437/1886, 13-15=1437/1886 WEBS 3-22=536/623,5-22=324/530,6-20=-1565/1880,7-20=446/553,9-20=957/802, 9-18=-8/335,10-16=217/447,12-16=516/624,12-15=0/251,6-22=1906/1330 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf,h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=224, 22=976,13=558. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,'not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrPll Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 361 Job Truss Truss Type Qty Ply 1812002-Hays Res. T10185271 812002 T16 I HIP 1 1 812002027 ob Reference(optional) Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MITek Industries,Inc.Mon Jan 09 13:39:20 2017 Page 1 ID:_11GfuT6_ElpO2H_9vVvpyd3Rl-UiSST05ul_sOotFhhl uTAeHPFDlotlbZJBmYwlzx4gb -2-0-0 6-612 12.4-0 150-0 21-8-12 27-7-4 34-4-0 41-5.8 49-4-0 2-0.0 s-0-12 6-3-0 2-8-0 6-S•12 S1,7 6.8.12 7-1-8 7-lo-e Scale=1:90.4 6.o0 12 5x6— 5x6= 3x8 i 6 7 8 9 10 5 4x6 11 4 12 d d 3 13 1 2 ]d 20 23 24 18 17 25 26 15 4x6= 22 21 19 16 14 46= 2x4 II 6x8= 5x8= 4x6= 3x8= 2x4 II 4x6= i 6.0.12 12-4-0 150-0 24-8-0 34-4-0 41-5.8 i 49-4-0 i ���2-8-0 9-8-0 9-8-0 7-1-8 7-10-8 Plate Offsets(X Y)— 16:0-3-0.0-2-01 [10:04-0 0-2-81 111:030.Edge1 f21:0-3-8,0-3-01 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 0.80 Vert(LL) -0.21 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(fL) -0.47 16-18 >944 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:279lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc pudins. 14,11-13:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. BOT CHORD 2x4 SP No.2`Except' WEBS 1 Row at midpt 7-19,9-18,9-16,12-16 15-17:2x4 SP M 31,17-20:2x4 SP No.1 WEBS 2x4 SP No.3*Except* 5-21:2x4 SP M 31,5-19:2x4 SP No.2 REACTIONS. (lb/size) 2=1 7410-8-0,21=2335/0-8-0,13=1222/0-8-0 Max Horz 2=183(LC 12) Max UpIA2=143(LC 12),21=870(LC 9),13=502(LC 13) Max Grav2=249(LC 23),21=2335(LC 1),13=1233(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=324/532,34=628/792,4-5=-615/930,7-8=114811154,8-9=1148/1154, 9-10=1371/1446,10-11=1526/1486,11-12=1624/1461,12-13=2244/1904 BOT CHORD 2-22=449/402,21-22=-449/402,20-21=745/917,19-20=745/917,19-23=357/860, 23-24=357/860,18-24=357/860,17-18=743/1285,17-25=743/1285,25-26=743/1285, 16-26=743/1285,15-16=1526/1914,14-15=1526/1914,13-14=1526/1914 WEBS 3-22=0/266,3-21=559/633,5-21=2020/1753,5-19=115111596,6-19=264/187, 7-19=1384/1224,7-18=505/803,9-18=509/566,10-16=221/408,12-16=-627f796, 12-14=0/305 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 o.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=143, i 21=870,13=502. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. �' Design valid for use only with MTek®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 loos web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMPII 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 36610 y I Job Truss Truss Type Qty Ply 812002-Hays Res. T10185272 Job T17 Hip 1 1 Job 028 Job Reference(optional) Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:21 2017 Page 1 ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-yvOghk6VWI_tQOquFkQijsgagd4ackkjYoW5SBzx4ga i-2-0.0 6-0.12 12-4-0 17-0.0 24-8.0 32-4-0 i 36-6-11 44-414 49-4-0 , • 22 6-0.12 6.3-4 48-0 7-8-0 7-6-0 64-11 5.10.3 411-2 Scale=1:90.4 5x6= 6.00 12 2x4 II 5x6 = 6 7 8 4x6 G 5 9 4x6 10 c� d 4 2x4 6 a5 3 11 12 � 2 I.} cs d 4x6= 21 20 19 18 22 17 16 23 15 14 24 25 13 4x6 2x4 II 6x8= 4x6= 5x8= i i 6.0.12 12-4-0 i 17-M 24-8-0 32-4-0 41-4-5 40 i 12 6-3-4 4B-0 743-0 7-8-0 9-0.5 7-11-119-4- Plate Offsets(X Yl— r6:0-3-0.0-2-01.f8:0-3-0,0-2-01.r10:03-0,Edoel,r20:0-3-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.45 13.15 >979 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:286 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-18,6-17,7-17,8-17,9-15 5-20:2x4 SP M 31,5-18:2x4 SP No.1 REACTIONS. (Ib/size) 2=217/0-8-0,20=2278/0-8-0,12=1236/0-8-0 Max Horz 2=202(LC 12) Max Uplift2=149(LC 12),20=817(LC 12),12=524(LC 13) Max Grav 2=300(LC 23),20=2278(LC 1),12=1240(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=243/442,34=540/742,4-5=528/834,5-6=325/475,6-7=1040/1199, 7-8=1040/1199,8-9=1503/1460,9-1 0=1 990/1899,10-11=2108/1887, 11-12=2300/2052 BOT CHORD 2-21=370/332,20-21=370/332,19-20=680/852,18-19=6801852,18-22=-76/341, 17-22=76/341,16-17=707/1274,16-23=707/1274,15-23=707/1274,14-15=1270/1666, 14-24=1270/1666,24-25=1270/1666,13-25=1270/1666,1 2-1 3=1 70711992 WEBS 3-21=0/264,3-20=548/617,5-20=1941/1745,5-18=1097/1524,6.18=1076/927, 6-17=1026/1188,7-17=-480/582,8-17=426/310,8-15=-446/664,9-15=559/745, 9-13=233/423,11-13=210/415 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=149, 20=817,12=524. 8)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSM11 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 36610 - I Job Truss JHr1uSS Type Qly Ply 812002-Hays Res. T'10185273 812002 T18 1 1 812002029 ob Reference o fo al Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:22 2017 Page 1 ID:,_pIGfuT6_EIpO2H_9vVvpyd3Rl-Q5aCu478Gb6k2AP4pSxxF3MN1W1LDisnSFf dzx4gZ r2-0.0 6-0.12 12-40 19.0.0 248-0 i 30-0-0 i 36-10-4_ 42-511 49.4-0 ' 2-0.0 rr0.12 6-14 'ra-0 rrrr4 5-7-7 Scale=1:90.4 • 5x6— 2x4 11 Sx6= 6.o0 12 6 7 8 48 i 5 9 o? n 10 2x4// d d_ 4 11 di d, 3 12 or 2 I� d1 4x6— 21 20 19 22 18 23 17 16 24 15 25 14 26 13 4x6— 2x4 II 6x8= 3x8= 4,6 i 6-0.12 12-4-0 19-0.0 i 248-0 30-40 40.&3 i 49-4-0 i 6-0.12 6.3.4 G8-0 1. 5-5-0 9-11-3 9.0.13 Plate offsets(X Y1— r6:0-3-0 0-2-01 18:0-3-0.0-2-01,r20:0-3-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.23 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.52 13-15 >849 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC20141rP12007 (Matrix) Weight:295 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-15 cc pudins. BOT CHORD 2x4 SP M 31'Except- BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. 16-19:2x4 SP No.2 WEBS 1 Row at midpt 5-18,6-18,6-17,7-17,8-17,9-15 WEBS 2x4 SP No.3*Except* 5-20:2x4 SP M 31 REACTIONS. (lb/size) 2=272/0-8-0,20=2206/0-8-0,12=1254/0-8-0 Max Horz 2=222(LC 11) Max Upl'rft2=156(LC 12),20=836(LC 12),12=543(LC 13) Max Grav 2=354(LC 23).20=2206(LC 1),12=1254(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=179/349,3-4=-454/612,4-5=-433/704,5-6=618/731,6-7=954/1170, 7-8=954/1170,8-9=1387/1393.9-10=2005/1970,10-11=2106/1950,11-12=2284/2001 BOT CHORD 2-21=289/300,20-21=289/300,19-20=578/765,19-22=5781765,18-22=-578/765, 18-23=128/561,17-23=1281561,16-17=572/1167,16-24=572/1167,15-24=572/1167, 15-25=116411590,14-25=1164/1590,14-26=1164/1590,13-26=1164/1590, 12-13=1622/1952 WEBS 3-20=517/582,5-20=-1850/1741,5-18=1026/1433,6-18=-838r749,6-17=-776/911, 7-17=340/390,8-17=-484/354,8-15=-519/733,9-15=625/820,9-13=410/540, 11-13=256/471 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MIAFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=156, 20=836,12=543. 8)"Semi-rigid piitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent ccllapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUIP11 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 36610 i a , I I Job Truss Truss Type Qty Ply 812002-Hays Res. T10185274 612002 T19 Piggyback Base 7 1 812002030 Job Beference(optional) Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:23 2017 Pagel ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-uH8b6Q7nlvEbgK GN9SAoHvuOQoU4il??6?CW4zx4gY i-2-0.0 i 6-0.12 i 12-40 i M4_1 28.7-15 36-4-8 i 4&3-4 i 49-4-0 ` 2-0.0 60.12 6-3-4 8-4-1 7-11-14 7-8-9 6-10.12 6-612 Scale=1:89.9 Sx8 = 5x6 = am 12 6 7 3x8 i 5 8 46 4 9 6 d d 3 10 11 2 d11 Iv d d 4x6= 20 19 18 21 17 16 15 22 14 13 12 4x6= 2x4 II 6x8= 3x8= 2x4 II i 6-0.12 i 12�-0 20.8-1 28-7-15 36.4-8 43-3-4 i 49-4-0 i 6-0.12 7-11-14 7-8-9 B-10-12 s-aiz Plate Offsets(X,Y)— I6:0-5-0.0-2-01.I7:0-3 8 0-2-41.I9:0-3-O.Edcie1,H9:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.17 15-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.33 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:283lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied. 4-6,7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-17,6-17,6-15,8-15 WEBS 2x4 SP No.3`Except* 5-19:2x4 SP M 31,6-15:2x4 SP No.2 REACTIONS. (lb/size) 2=268/0-8-0,19=221110-8-0,11=1252/0-8-0 Max Harz 2=239(LC 9) Max Uplift2=150(LC 12),19=865(LC 12),11=557(LC 13) MaxGrav2=360(LC 23),19=2211(LC 1),11=1252(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=161/334,3-4=-419/568,4-5=398f7O3,5-6=766/874,6-7=1009/1297, 7-8=1 21511303,8-9=1689/1730,9-1 0=1 839/1716,10-11=2351/2071 BOT CHORD 2-20=275/267,19-20=275/267,18-19=570/722,18-21=570/722,17-21=-57Of722, 16-17=132/652,15-16=132/652,15-22=1157/1577,14-22=1157/1577, 13-14=1157/1577,12-13=1702/2017,11-12=1702/2017 WEBS 3-19=492/544,5-19=1852/1763,5-17=997/1429,6-17=689/653,6-15=606f725, 7-15=58/254,8-15=777/917,8-13=194/444,10-13=485/597,10-12=0/262 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b)2=150, 19=865,11=557. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/032015 BEFORE USE. Design valid for use only with MrrekO 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 MOW building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing p 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 df trusses and truss systems,see ANSVTPIt 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 36610 c Job Truss FPiggySba::se Qty Ply 812002-Hays Res.Job Tru 1 1 812002031 i10185275 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:3924 2017 Page 1 ID:_pI GfuT6_ElpO2H_9vVvpyd3Rl-M UhzJm8PoDMSH UYTwszP LU S4cg7Tp5D9Emkl3Wzx4gX r2-0.0 6-0.12 12-4-0' i 148-0 20.8-1 25-4-0 28-7-15 37-0.5 i 433-4 49-4-0 i 2-40 6-0.12 6.34 2-4-0 4-7-15 3315 8-4-6 6-2-15 6-0.12 Scale=1:91.8 + Sx6 3x4 II 5x6= 6.00 12 6 7 8 5 9 n 4 10 d d 3 11 2 12 � '4 18 I4 �1 j9 19 d 4x6 23 2Zx4 21 24 25 17 16 26 15 CS_14 13 4x6_ 2x4 II 6x8= 3x4 11 5x8= 4x6 2x4 II 5xl2= i 6-0.12 12�-0 148-0 i 20.8-1 i 25-4-0 1 2&7-15 i 37-0.5 i 4334 i 49-4-0 i 6-0.12 6-3d 2-4-0 6-0.1 4-7-15 3315 8-0-fi 6.2-15 6-0.12 Plate Offsets KYh 16:0-3-8,0-2-41,f8:0-38 0-2-41,f22:0-3-8,0-3-01 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 0.84 Vert(LL) 0.17 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.42 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES W I 0.99 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:313 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins. 4-6,8-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. Except: BOT CHORD 2x4 SP No.2*Except* 1 Row at midpt 7-18 7-17:2x4 SP No.3 WEBS 1 Row at midpt 6-19,8-18,9-16 WEBS 2x4 SP No.3*Except* 5-22:2x4 SP M 31,5-19:2x4 SP No.1,6-18:2x4 SP No.2 REACTIONS. (lb/size) 2=492/0-8-0,22=1958/0-8-0,12=1327/0-8-0 Max Horz 2=239(LC 9) Max Uplif:2=241(LC 13),22=733(1_C 12),12=611(LC 13) Max Grav2=511(LC 23),22=1958(LC 1),12=1327(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-446/508,3-4=111/278,4-5=-75/354,5-6=1076/1202,6-7=1148/1452, 7-8=114711450,8-9=1404/1514,9-1 0=1 911/1978,10-11=2047/1957, 11-12=2495/2254 BOT CHORD 2-23=310/328,22-23=3101328,19-25=376/870,18-25=376/870,16-26=-1401/1775, 15-26=1401/1775,14-15=1401/1775,13 14=1857/2140,12-13=1857/2140 WEBS 3-23=0/260,3-22=480/512,20-22=1648/1367,5-20=-1582/1387,5-19=649/1193, 6-19=-463/398,6-18=507/668,16-18=647/1170,8-16=334/366,9-16=798/939, 9-14=173/439,11-14=-410/508 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exteriar(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=241, 22=733,12=611. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members any.Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the qiTek+ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,OSB-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 36610 Job Truss Truss Type Qty Ply 812002-Hays Res. iT10185276 812002 T21 Hip 1 1 812002032 Job Reference o do al Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:26 2017 Pagel ID:_pIGfuT6_ElpO2H_9vVvpyd3RI-ggFLX691 ZWUJve7fUaUeti_FDEWeYZ51TQUJbyzx4gW -2-0.0 6-0.12 12-4-0 148-0 1&0-0 25-4-0 30-4-0 36.10-4 42-5-11 49-4-0 2-0.o 6-0.12 6-3-0 2-4-0 4-40 6-4-0 5-0.0 6-6-4 5-7-7 6-10.5 Scale=1:92.0 ` 5x6 3x4 I I 5x6= 6.00 12 6 7 B 3x6 i 3x6 3x6 i 5 9 3x6 d 3x6 5- 4 10 2x4 d 11 05 3 12 2 17 ° d d 1 18 r6 20 23 24 1425 13 d 4x6= 22 21 3x6= 16 15 4x6= 2x4 II 2x4— .3x4 II 5x8= 4x6= 3x6 6x8= 5xl2= i 6.0.12 12 4 0 0 40-3-3I 0. 0 i 60.12 3-4 2-40 1M. 9-11-3 49:0.1-03 Plate Offsets(X Y)— 16'0-3-0 0-2-01 f8:0-30 0-2-01 f21:0-3-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.24 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.53 13-15 >827 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.03 , 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:300 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 cc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-7-4 cc bracing. Except: 7-16:2x4 SP No.3,14-16,12-14:2x4 SP M 31 1 Row at midpt 7-17 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-18,8-17,9-15 5-21,6-17:2x4 SP M 31 REACTIONS. (lb/size) 2=498/0-8-0,21=1950/0-8-0,12=1329/0-6-0 Max Horz 2=222(LC 9) Max Uplift2=253(LC 12),21=693(LC 12),12=599(LC 13) Max Grav 2=515(LC 23),21=1950(LC 1),12=1329(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-461/538,3-4=96/271,4-5=78/343,5-6=965/1129,6-7=1286/1537, 7-8=1280/1532,8-9=151511612,9-10=2129/2183,10-11=2253/2164, 11-12=2444/2214 BOT CHORD 2-22=340/344,21-22=3401344,18-23=351/793,17-23=3517793,7-17=345/393, 15-24=1358/1722,14-24=1358/1722,14-25=1358/1722,13-25=135811722, 12-13=1809/2093 WEBS 3-22=0/259,3-21=503/555,19-21=1 628/1321,5-19=1578/1337,5-18=678/1191, 6-18=583/468,6-17=678/848,15-17=728/1272,8-15=371/448,9-15=627/820, 9-13=404/541,11-13=251/464 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(Jt=lb)2=253, 21=693,12=599. 7)"Semi-rigid phchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." j ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p/q building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iViiTek� 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,see ANSVTP11 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 36610 i Job Truss Truss Type Qty Ply 812002-Hays Res. iT10185277 812002 T22 Hip 1 1 812002033 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:26 2017 Pagel ID:_pIGfuT6_ElpO2H_9vVvpyd3RI-JspjkSAfKgcAXoi2H?tQvXQ9enQ H O?Sh3Ds7 Pzx4gV -2-0.0 6-0.12 12-4-0 14-B 0 17-0.0 21-3.12 25-0-0 32-4-0 38-6.11 44ZL4 49-40 • 2-0.0 M2 6.31 2-4-0 2-4-0 4-3-12 40.4 7-0.0 6.2-11 610-4 411-1 Scale=1:92.0 5x6 3x4 I I 5x6= 6.00 12 - 3x6= 6 7 8 9 3x6 1- 3x6 5 3x6 10 4x6 3x6 4 11 rn 2x4 i d d 3 12 eb 13 2 Z,B IMP d1 4x6= 23 22 21 5x8= 24 25 17 18 15 26 27 14 4x6_ d '- 2x4 II 2x4— 3x4 I I 5x8= 4x6= 3x6= 6x8= 5x12= i 6.0.12 12�-0 i 1441-0 i 17--0 1 25.4-0 32-4-0 i 41-4-5 i 49-4-0 6 8-3-4 2-4-0 2-4-0 8-4-0 7-0.0 91,1 7-11-11 Plate Offsets(X Y)— 16.0-3-0.0-2-01.19:0-30 0-2-01 f11.0.3-0 Edoel,f22:0-3-8 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 0.84 Vert(LL) -0.21 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.49 14-16 >896 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 HOrz(TL) 0.05 13 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix) Weight:303 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. Except: 8-17:2x4 SP No.3 1 Row at midpt 8-18 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-19,10-16 5-22:2x4 SP M 31 REACTIONS. (lb/size) 2=483/0-8-0,22=1970/0-8-0,13=1324/0-8-0 Max Horz 2=202(LC 16) Max Uplift2=262(LC 12),22=664(LC 9),13=580(LC 13) Max Grav 2=502(LC 23).22=1970(LC 1),13=1324(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4361524,4-5=59/357,5-6=776/989,6-7=654/955,7-8=1441/1626, 8-9=1442/1630,9-10=1663/1695,10-11=-2157/2128,11-12=-2287/2116, 12-13=2476/2277 BOT CHORD 2-23=331/324,22-23=331/324,19-24=666/1095,24-25=-666/1095,18-25=666/1095, 8-18=343/408,16-26=1479/1830,15-26=-1479/1830,15-27=1479/1830, 14-27=1479/1830,13-14=1904/2146 WEBS 3-23=0/259,3-22=519/585,20-22=1641/1306,5-20=1616/1313,5-19=717/1218, 7-19=967/841,7-18=547/723,16-18=892/1393,9-16=314/425,10-16=559f742, 10-14=226/417,12-14=202/405 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=262, 22=664,13=580. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,see ANSUTPIt 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 361 i Job Truss Truss Type Oty Ply 812002-Hays Res. T10185278 812002 T23 Hip 1 1 812002034 Job Reference(ototionall Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Man Jan 09 13:39:27 2017 Page 1 ID._plGfuT6_ElpO2H_9vVvpyd3Rl-n3N5xnBH58118xH1c7Ve6y74c828V0TUbwjzOfrzx4gU 15-0-0 + -2-0-0 6-0-12 12-4-0 1448-0 20.2-0 25-4-0 29-511 34-0-0 41-8-11 49�-0 20-0 6-0-12 6-3d' 24-0 5-2-0 5-2-0 4-1-11 4-10.5 7d-11 7-7-5 0-0-0 Scale=1:92.0 6— 6.00 12 5x 3.4 II Sx6= 2x4 I I 6 7 8 9 10 11 5 4x6 4 1213 m d 3 d n � 14 2 16 20 I� 1 -22 b 21 4x6= 25 24 23 28 28 29 19 18 30 17 16 15 4x6= d 2x4 I I 5xB I I 3x4 I I 5x8= 4x6 2x4 I I 6x8= 5x8= i 8-0.12 i 12-4-0 i 14-8-0 i 20.2-0 25-4-0 i 29-511 34-4-0 i 41-8-11 i 49-4-0 i 6-0.12 6-14 2-4.0 5.8.0 S2-0 41-11 4-10.5 7-4-11 Plate Offsets(X,Y1— f6:0-3-0,0-2-01,111:04-0 0-2-81,f12:0-3-0 Edoel,f20:0-2-12.0.2-81.124:0-3-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.17 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.38 21-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 14 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:304 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. 12-14:2x4 SP No.1 BOT CHORD Rigid Ceiling directly applied or 3-9-7 oc bracing. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-21,13-17 9-19:2x4 SP No.3 WEBS 2x4 SP No.3*Except' 5-24,6-22:2x4 SP M 31 REACTIONS. (lb/size) 2=469/0-8-0,24=1989/0-8-0,14=132010-8-0 Max Horz 2=183(LC 12) Max Uplift2=268(1_13 12),24=723(LC 9),14=559(LC 13) Max Grav 2=485(LC 23),24=1989(LC 1),14=1322(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-402/505,3-4=70/295,4-5=58/370,5-6=14/380,6-7=1161/1354, 7-8=1630/1748,8-9=-1630/1748,9-10=1623/1743,10-11=1563/1709, 11-12=1725/1754,12-13=1827/1729,13-14=2452/2173 BOT CHORD 2-25=315/294,24-25=315/294,22-27=115/321,27-28=115/321,21-28=115/321, 21-29=740/1161,20-29=740/1161,9-20=238/300,18-30=1066/1534, 17-30=106611534,1 6-1 7=1 7 72121 01,15-16=1772/2101,14-15=1772/2101 WEBS 3-25=0/259,3-24=524/595,22-24=1658/1299,5-22=-268/478,6-22=-1434/913, 6-21=1 058/1359,7-21=894/876,7-20=626f747,1 8-2 0=1 0 7311 531,10-18=409/333, 11-1 7=325/460,13-17=633/792,13-15=0/319 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except Ib 2=268, ( Y ) 9P P 9 P 1 O (R= ) � 24=723,14=559. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7472 rev.1010312015 BEFORE USE Design valid for use onlywith MTek®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 applicablity,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 aq 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,see ANSIRPII 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 36610 e I Job Truss Truss Type Qty Ply 11121102-HaysRes. � 10185279 812002 T24 Hip 1 1 612002035 Job Re erence o do al Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:28 2017 Page 1 ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-FFxT97 BvsRtum 5s E9i2MVKckS R W?Ivxl9NizCHzx4gT 14-M 9 2-0-o 6-0-12 63-0 4-0-0 E2-0 &1-13 410J 8-11-0 8-0-12 2-0-0 i 180 Scale=1:92.6 • 6.00 12 5X6_ 3x4 II 5x6= 5 6 7 8 9 10 11 4x6 4 12 m 3 13 d u5 e5 14 0 � 2 217 'ISIh d d 1 22 d 4x6= 26 25 24 3x8= 20 19 18 17 16 4x6= 2x4 I I 5x8 II 3x4 II 6x8= 2x4 II 6x8= 5x8= 14A-0 6-0-12 634 4-0-0 G2-0 6-1-13 .4-103 6-11-0 gig 1-8-0 Plate Offsets(X Yl— 16:0-3-0 0-2-01 It 1:0-4-0 0-2-81 f12:0-3-0 Edoel f21:0-2-0.0-2-81,f22:0-3-8.0-1-81,f23:Edoe.0-3-01.125:0-3-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.18 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.34 16-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(fL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:298 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-4-13 oc bracing. 9-20:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 5-25,6-22,7-21:2x4 SP M 31 REACTIONS. (lb/size) 2=442/0-8-0,25=2021/0.8-0,14=1445/0-8-0 Max Horz 2=155(LC 10) Max Uplift2=279(LC 12),25=757(LC 9),14=621(LC 13) Max Grav2=457(LC 23),25=2021(LC 1),14=1450(LC 24) FORCES. (lb)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=361/582,34=35/301,4-5=14/412,5-6=-37/528,6-7=1192/1416, 7-8=1909/1978,8-9=1909/1978,9-10=1899/1972,10-11=1801/1883, 11-12=1853/1817,12-13=1943/1800,13-14=2448/2151 BOT CHORD 2-26=252/283,25-26=252/283,21-22=781/1192,9-21=332/416,18-1 9=-1 134/1649, 17-18=1703/2101,16-17=1703/2101,14-16=1703/2101 WEBS 3-26=0/260,3-25=513/577,23-25=1696/1274,5-23=-399/662,6-22=1366/1739, 7-22=1000/957,7-21=770/964,19-21=121811718,10-19=-442/434,11-19=258/379, 11-18=229/387,13-18=520/619,13-16=0/267,6-23=-1394/633 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)2=279, 25=757,14=621. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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,see ANSIrPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss Truss Type Qty Ply 812002-Hays Res. T10185280 812002 T25 Hip 1 1 812002036 Job Reference(cotionall Builders Firsaource, Plant City,FL 33566 1 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:29 2017 Page 1 ID:_pIGfuT6_ElpO2H_9vVvpyd3RI jRVsMTCXdl?kOFRQjQZb2Y9wVrsGUOru01 SWkjzx4gS r2-0.0 6�12 11-0-0 -401� 4�&10.14 1 25-4-0 1 32-1-2 38.40 i 433-4 49-4-0 51-4-0 i ' 2-0.0 6112 411-4 1-40 2-4-0 42-14 6•S2 6-9-2 62-14 411-4 6-0.12 2-0.0 Scale=1:91.1 3x4 I I 3x6= 3x8= 3x6= 46 = 3x8= 5x8= 6.00 12 4 5 6 7 8 9 10 3x6 i 3x6 3 11 m d 2 12 � dI1 20 19 13I619 d 46= 24 23 22 3x8= 18 17 16 15 14 4x6= 2x4 I I 2x4— 3x4 I I 5x8= 3x6__ 2x4 II 6x8= 5x8= 3,6= 6-0.12 11-0.0 12 4- 148-0 18-10.14 2S4o 32-1-2 38-4-0 433-4 49-4-0 6-0.12 4-11-0 -40 2-40 42-14 SS2 6.9-2 6-2-14 411-4 6-0.12 Plate Offsets(X,Y)— 14:0-3-0,0-2-01 f5:0-3-8 0-1-81 f7:0-3-0.Edgel f10:0-6-0.0-2-81.119:0-2-4.0-2-81.120:0-3-8.0-1-81.123:0-3-8.0-301 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP • TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.23 19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.43 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(fL) 0.04 12 n/a n/a BCDL 10.0 Code FBC201411PI2007 (Matrix) Weight:280 lb FT=20% ' LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. 8-18:2x4 SP No.3 WEBS 1 Row at midpt 5-20,6-19 WEBS 2x4 SP No.3'Except* 5-23,17-19:2x4 SP M 31 REACTIONS. (lb/size) 2=450/0-8-0,23=201010-8-0,12=1447/0-8-0 Max Harz 2=134(LC 10) Max Uplift2=289(LC 12),23=820(LC 9),12=587(LC 13) Max Grav2=461(LC 23),23=201O(LC 1),12=1447(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=352/494,3-4=47/328,4-5=0/283,5-6=1372/1508,6-7=2319/2251, 7-8=2319/2251,8-9=2302/2241,9-1O=2129/2091,10-11=2037/1882, 11-12=2412/2082 BOT CHORD 2-24=212/346,23-24=212/346,20-21=323/395,19-20=965/1372,8-19=356/436, 16-17=1249/1771,15-16=1249/1771,14-15=1629/2061,12-14=1629/2061 WEBS 3-24=0/258,3-23=520/551,21-23=167511306,5-21=1 624/1321,5-20=1622/2040, 6-20=1000/968,6-19=925/1151,17-19=1507/2036,9-19=183/268,9-17=527/561, 10-17=-443/578,10-15=208/354,11-15=393/451 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.lit;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 chard 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=289, 23=820,12=587. 7)"Semi-rigid phchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent celiapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSMS and BCSI Building Component 6904 Parke Past Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 36610 � 0. Job Truss Truss Type Qty Ply et2002-Hays Res. T10185281 812002 T26 Hip 1 1 812002037 Job Reference(optional Builders FirstSource, Plant City,FL 33566 1 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:30 2017 Page 1 ID:__pIGfuT6_Elp02H_gvVvpyd3RI-Be3EapDA037b?POcH74gali5JFBMDp6lchB4GAzx4gR 1-2-0.0 6-0.12 9.0-0 12-4-0 148-0 i 1B-10.14 25-4-0 32-10.11 40.4-0 43-2-0 49-4-0 51-4-0' ` 2-0.0 6-0.12 2-11-4 3-40 2-40 42-14 6-5-2 7-fr11 7-5-5 2-10.1 6.2-0 2-0.0 Scale=1:91.1 _ 3x4 II 3x6 5x8= 3x6= 46= 3x6= Sx6= 6.00 12 5 6 7 8 9 10 3x8% 4 2x4 3 11 d v 2 12 �1 19 P M }}d a 18 �13�d 4x6= 23 22 21 5x8= 17 16 15 14 4x6= 2x4 I I 2x4- 3x4 I I 6x8= 3x6-_ 3x6= 6x8= 5x8= 6-0.12 i 9-0-0 12-4-0 i 148-0 i 1&1 i t 25-4-0 32-10-11 i 40.4.0 i 490_-0 6-0.12 2-11-4 1 3'. 2-4-D 4-2-14 6-5-2 7-&11 7-5-5 9-0.0 Plate Offsets(X.Yh f4:0-3-0.0-2-01.f5:0-3-8.0-2-81 f7:0-3-0.Edoel,f10:0-3-0.0-2-01,f18:0-2-0.0-2-81,fl9:0-3-8 0-2-81 f22:0-3-8,0-3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.28 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.52 16-17 >848 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:266 lb FT=20% ` LUMBER- BRACING- TOP CHORD 2x4 SP NO.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7,7-10:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. BOT CHORD 2x4 SP No.2*Except* WEBS 1 Row at midpt 5-19,6-18,16-18 15-17,12-15:2x4 SP M 31 WEBS 2x4 SP No.3*Except* 5-22,16-18,9-16,10-14:2x4 SP No.2,10-16:2x4 SP No.1 REACTIONS. (lb/size) 2=497/0-8-0,22=1947/0-8-0,12=1463/0-8-0 Max Harz 2=114(LC 10) Max Uplift2=283(1_C 12),22=839(LC 9),12=605(LC 8) Max Grav 2=502(LC 23),22=1947(LC 1),12=1463(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=443/466,5-6=1884/1815,6-7=3073/2781,7-8=3073/2781,8-9=3032/2756, 9-10=2653/2450,10-11=2216/1992,11-12=2402/2062 BOT CHORD 2-23=171/377,22-23=171/377,19-20=237/364,18-19=1367/1884,8-18=374/456, 15-16=1380/1938,14-15=1380/1938,12-14=1604/2051 WEBS 3-23=01257,3-22=531/474,20-22=1605/1323,5-20=1554/1338,5-19=1921/2374, 6-19=966/956,6-1 8=-1 106/1353,16-18=1873/2448,9-18=339/463,9-16=-640/693, 10-16=763/914,10-14=198/375,11-14=189/323 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 at=lb)2=283, 22=839,12=605. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing �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 oftmsses and truss systems,see ANSIrrP11 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 36610 I Job Truss Truss Type Qty Ply 812002-Hays Res. 812002 T27 I Hip Girder 1 n 812002038 �T10185282 L Job a erence(optional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:36 2017 Page 1 ID*._plGfuT6_EI pO2H_9vVvpyd3Rl-0nQVgslxzvtljKTm dOB EgOyDkgH rdaOw?deO Ugzx4gL -2-0.0 i 7-0.0 12-4-0' 14t3-0 18-11-13 25-4-0 i 31-10-1 37-1-14 i 4210 i 11 1 -4-0 i ' 2-0.o 7-0.0 5.4.0. 2-4-0 43-13 6-43 6-6-1 5-3-14 5-2-2 7-0-0 2-0.01� Scale=1:91.1 5x6 5x8=3x6= 3x8= 3x4 11 46= 3x6= 3x6= 6.00 12 5x6= 3 24 25 4 26 527 28 6 29 30 317 32 8 33 934 35 3610 37 38 11 c� d 12 � 2 18 1 d 41120 13I4 P d 42 43 44 19 45 46 47 d 46= 23 5 22 17 16 15 14 4x6= 39 40 41 21 x8 48 49 50 51 52 53 54 55 2x4 I I 3x8= 2x4 I I 3x4 I I 6x8= 5x6= 6xB= 5x8= 12-4-0 i 14-&-0 18-11-13 25-4-0 31-10.1 i 37-1-14 i 42-4-0 i 49.4-0 i 7-0.0 5-4-0 2-40 43.13 6-4-3 fi-.1 5-314 52-2 Plate Offsets(X.Y)— 13:0-3-0.0-2-01.f6:0-3-8,0-1-81 f8:0-3-0 Edgel.fll:0-3-0.0-2-01,f15:0-30 0-3-01 f18:0-2-4 0-2-121,f19:0-3-8 0-2-81.f20:0-1-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.35 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.56 16-17 >784 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 12 n/a n/a BCDL 10.0 Code FBC20147TPI2007 (Matrix) Weight:524 lb FT=20% y LUMBER- BRACING- TOP CHORD 2x4 SP M 31'Except* TOP CHORD Structural wood sheathing directly applied or 5-9-9 cc puffins. 1-3,11-13:2x4 SP.No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing, Except: BOT CHORD 2x4 SP M 31'Except- 6-0-0 oc bracing:2-23,22-23,19-20. 2-21:2x4 SP No.2,7-17:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 4-22:2x8 SP 240OF 2.OE,4-19,6-18:2x4 SP No.2,16-18:2x4 SP M 31 REACTIONS. (lb/size) 2=134/0-8-0,22=4640/0-8-0,12=2199/0-8-0 Max Horz 2=93(LC 7) Max Uplift2=428(LC 20),22=2741(LC 5),12=1231(LC 9) Max Grav 2=407(LC 6),22=4640(LC 1),12=2200(LC 20) FORCES. (lb)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=738/1211,3-24=1699/2965,24-25=1699/2965,4-25=1699/2965,4-26=2089/1345, 5-26=2089/1345,5-27=2089/1345,27-28=2089/1345,6-28=2089/1345, 6-29=5757/3579,29-30=5757/3579,30-31=5757/3579,7-31=5757/3579, 7-32=5666/3536,8-32=5666/3536,8-33=-5666/3536,9-33=5666/3536, 9-34=5188/3199,34-35=-5188/3199,35-36=5188/3199,10-36=5188/3199, 10-37=-4810/2968,37-38=-4810/2968,11-38=-4811/2968,11-12=3985/2343 BOT CHORD 2-23=1048/772,23-39=10641774,39-40=1064f774,22-40=10641774, 20-42=-4125/2536,42-43=-4125/2536,43-44=-4125/2536,19-44=4125/2536, 1945=1203/2089,45 46=1203/2089,46-47=1203/2089,18-47=1203/2089, 7-18=6251584,17-48=190/376,48-49=190/376,49-50=190/376,16-50=-190/376, 16-51=2811/4810,51-52=2811/4810,52-53=2811/4810,15-53=2811/4810, 15-54=1959/3424,54-55=1959/3424,14-55=1959/3424,12-14=1962/3439 WEBS 3-23=80/549,3-22=2412/1399,20-22=3135/2043,4-20=3056/2047,4-19=3989/6642, 6-19=201411395,6-18=2401/3943,16-18=2887/4871,9-18=381/525,9-16=7801692, 10-16=285/468,10-15=776/657,11-15=1081/1731,11-14=80/537 NOTES- (11) 1)2-ply truss to be connected together with 1Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. j Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. L%rJtAgA8lSfi 4een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not j a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall t building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is ahvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type �Qty Ply �=811200, -Hays Res. T10185282 812002 T27 Hip Girder1382e e e ce(optional) Builders FirstSourre, Plant City,FL 33566 1 7.640 s Apr 19 2016 MTek Industries,Inc.Man Jan 09 13:39:36 2017 Page 2 ID:_lGfuT6_ElpO2H_9vVvpyd3Rl-0nQVgslxzvtljKTmdOBEgOyDkgHrdaOw?deOUgzx4gL 1 NOTES- (11) 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(lt=lb)2=428,22=2741,12=1231. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 lb down and 267 lb up at 740-0,102 lb down and 144 lb up at 9-0-12, 102 lb down and 144 lb up at 11-0-12,102 lb down and 144 lb up at 13-0-12,100 lb down and 122 lb up at 15-0-12,100 lb down and 122 lb up at 17-0-12,100 lb down and 122 lb up at 19-0-12,100 lb down and 122 lb up at 21-0-12,100 lb down and 122 lb up at 23-0-12,100 lb down and 122 lb up at 24-8-0,102 lb down and 144 lb up at 26-3-4, 102 lb down and 144 lb up at 28-3-4,102 lb down and 144 lb up at 30-3-4,102 lb down and 144 lb up at 32-3-4,102 lb down and 144 lb up at 34-3-4,102 lb down and 144 lb up at 36-3-4,102 lb down and 144 lb up at 38-3-4,and 102 lb down and 144 lb up at 40-3-4,and 188 lb down and 271 lb up at 42-4-0 on top chord,and 252 lb down and 141 lb up at 7-0-0,65 lb down and 3 lb up at 9-0-12,65 lb down and 3 lb up at 11-0-12,65 lb down and 3 lb up at 13-0-12,58 lb down and 33 lb up at 15-0-12,58 lb down and 33 lb up at 17-0-12,58 lb down and 33 lb up at 19-0-12,58 lb down and 33 lb up at 21-0-12,58 lb down and 33 lb up at 23-0-12,58 lb down and 33 lb up at 24-8-0,65 lb down and 3 lb up at 26-3-4.65 lb down and 3 lb up at 28-3-4,65 lb down and 3 lb up at 303-4,65 lb down and 3 lb up at 32-3-4,65 lb down and 3 lb up at 34-3-4,65 lb down and 3 lb up at 36-3-4,65 lb down and 3 lb up at 38-3-4,and 65 lb down and 3 lb up at 403-4,and 252 lb down and 141 lb up at 42-34 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-3=54,3-11=54,11-13=54,2-21=-20,18-20=-20,12-17=-20 Concentrated Loads(lb) Vert:23=213(B)3=132(B)19=51(B)6=73(B)11=132(B)14=213(B)8=86(B)24=86(B)25=86(B)26=86(8)27=73(B)28=73(B)29=73(B)30=73(B)31=73(13) 32=86(B)33=86(B)34=86(B)35=86(131)36=86(B)37=86(B)38=86(13)39=39(B)40=39(B)41=39(B)43=51(B)44=51(B)45=51(B)46=51(B)47=51(B) 48=39(B)49=39(B)50=39(1]1)51=39(B)52=39(B)53=39(B)54=39(B)55=39(1]1) i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1d(0312015 BEFORE USE. R Design valid for use only with MTek®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 isto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �I't'e�' 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,see ANSIrrPl1 quality Criteria,DSB49 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Tnlss Type Qty Ply �f 812002-Hays Res. iT10185283 812002 T30 Hip Girder 1 812002039 2 Job Reference o do al Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:39 2017 Pagel ID:_plGfuT6_ElpO2H_9vVvpyd3Rl-QM5eTuKpGgFKanCLJ WfocRfZnP[E8g4nMhbt248zx4gl 5-0-0 9-3-14 13$0 i 17-&2 i 22-0-0 _ i 27-0-0 4-2-2 4-2-2 4314 5-0-0 Scale=1:46.6 3x4= 4x6 2x4 11 3x4= 6.00 12 3x4= 4x8= , 2 12 3 13 144 15 16 5 6 17 7 m d 1 8 N d d 3x4= 11 16 19 20 21 10 22 23 24 25 9 3x4 3x4= 5x8= 3x4= - i 5-0-0 13-&0 i 22-0-0 27-0-0 i 5.0.0 8-&o 8-&0 5-o-0 Plate Offsets(X,YI— I10:0-4-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.17 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.36 9-10 >888 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:240 lb FT=20% ' LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. _ BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-11-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1337/0.8-0,8=1337/0-8-0 Max Horz 1=52(LC 5) Max Uplift 1=755(LC 5),8=-755(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2566/1478,2-12=224911360,3-12=2249/1360,3-13=3777/2304, 13-14=3777/2304,4-14=-3777/2304,4-15=3777/2304,15-16=3777/2304, 5-16=3777/2304,5-6=3777/2304,6-17=2249/1360,7-17=2249/1360,7-8=2566/1478 BOT CHORD 1-11=1295/2198,11-18=-2066/3273,18-19=2066/3273,19-20=2066/3273, 20-21=2066/3273,10-21=2066/3273,10-22=-2048/3273,22-23=2048/3273, 23-24=2048/3273,24-25=2048/3273,9-25=2048/3273,8-9=-1247/2198 WEBS 2-11=408/904,3-11=-1 231/912,3.10=251/666,4-10=311/347,6-10=-251/666, 6-9=1231/911,7-9=-407/904 NOTES- (11) 1)2-ply truss to be connected together with 1 Od(0.131"xY)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vuh=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpj=0.18; MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=755, 8=755. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. I Continued on Daae 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7472 rev.10/03,2015 BEFORE USE. Design valid for use any with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the WOW I, fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I Job Truss Truss Type Qty Ply 812002-Hays Res. i T10185283 812002 T30 Hip Girder 1 812002039 2 Job Reference(optional) Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:39 2017 Page 2 I D:_pI GfuT6_E Ip02H_9vVvpyd3 Rl-QM5 eTuKpGgFKanCLJ V�ftRfZn PtE8g4nMhbt248nc4gl NOTES- (11) 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)195 Ib down and 213 Ib up at 5-0-0,88 Ib down and 112 Ib up at 7-0-12,88 Ib down and 112 Ib up at 9-0-12,88 Ib down and 112 lb up at 11-0-12,88 Ib down and 112 Ib up at 13-0-12,88 Ib down and 112 Ib up at 13-11-4,88 Ib down and 112 lb up at 15-11-4,88 Ib down and 112 Ib up at 17-11-4,and 88 Ib down and 112 Ib up at 19-11-4,and 195 Ib down and 213 Ib up at 22-0-0 on top chord,and 96 Ib down and 22 Ib up at 5-0-0,52 Ib down and 6 Ib up at 7-0-12,52 Ib down and 6 Ib up at 9-0-12,52 Ib down and 6 Ib up at 11-0-12,52 Ib down and 6 lb up at 13-0-12,52 Ib down and 6 Ib up at 13-11-4.52 Ib down and 6 Ib up at 15-11-4,52 Ib down and 6 Ib up at 17-11-4,and 52 Ib down and 6 Ib up at 19-11-4,and 96 Ib down and 22 Ib up at 21-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-7=54,7-8=54,1-8=20 Concentrated Loads(lb) Vert:2=69(F)7=69(F)11=43(F)3=37(17)6=-37(F)9=-43(F)12=37(F)13=37(F)14=37(F)15=37(F)16=37(F)17=37(F)18=26(F)19=26(F)20=26(F) 21=26(F)22=26(F)23=26(F)24=26(F)25=26(F) ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSMS 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 36610 Y I } Job Truss Truss Type Qty Ply 812002-Hays Res. T10185284 812002 Vol Valley 2 1 812002040 Job Reference o lional Builders FlrstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:39 2017 Pagel ID:_plGfuT6_ElpO2H_9vVvpyd3Rl-QM5eTuKpGgFKanCLJVftRfZrHtPZg6TMhbt248zx4gl 2-0-0 2-0-0 Scale=1:7.9 2 6.00 12 1 i d 6 d 3 2x4 LOADING(psf) SPACING- 24.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:5 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/1-11-8,2=37/1-11-8,3=14/1-11-8 Max Horz 1=35(LC 12) Max Uplift1=16(LC 12),2=38(LC 12) Max Grav 1=51(LC 1).2=37(LC 1).3=27(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev,1010312015 BEFORE USE. R Design valid for use only with MTek®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 A building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �y®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 6ftrusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InstRute,218 N.Lee Sweet,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I ; I Job Truss I Frusysype City Ply 8120D2-Hays Res. T10185285 812002 V02 2 1 812002041 ob Reference o io al Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:40 2017 Page 1 ID:_pIGfuT6_Elp02H_9vVvpyd3RI-uZfOgELR17NBCxnXsDFA_s6?EHkDZYIWvFccdbzx4gH i 3-1-2 i 0 i 3-1-2 0.10.14 Scale=1:13.0 3 6.00 12 2x4 e 2 1 cb d 5 4 2x4 5- 2x4 II I LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 3-11-8. (lb)- Max Horz 1=87(LC 12) Max Uplift All uplift 100 lb or less at joints)1,3 except 5=117(LC 12) Max Grav All reactions 250 lb or less atjoint(s)1,3,4,5 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=151/306 NOTES- (8) 1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom Chard live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3 except(it=lb) 5=117. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing cf trusses and truss systems,see ANSIrrPlt Quality Criteria,DSB.89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 1112002-Hays Res. I T10185286 812002 V03 Valley 2 1 812002042 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:40 2017 Page 1 ID:_lGfuT6_ElpO2H_9vVvpyd3Rl-uZfOgELR17NBCxnXsDFA s6x4HiJZXrmFccdbzx4gH 6-0-0 M 5-1-2 0.10.14 i Scale=1:18.0 3 � I 3x6 I I 2 6.00 12 i o �! ch LJ 1 v 0 d 5 4 2x4 i 3x6 II I i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 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) 1=12715-11-8,3=66/5-11-8,4=25/5-11-8,5=36015-11-8 Max Harz 1=138(LC 12) Max Uplift1=17(LC 12),3=-66(LC 1),4=51(LC 3),5=241(1_C 12) Max Grav 1=127(LC 1),3=68(LC 12),5=360(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=306/619 NOTES- (8) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;End.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4 except Gt=lb) 5=241. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." i it I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101012015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �,'''��' 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,see ANSVTPII Quality Criteria,DS8�9 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 36610 I i A I Job Truss Truss Type Qty Ply 812002-Hays Res. T10185287 812002 VO4 Valley 1 1 8b R12002043 oeference tional Builders FlrslSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:41 2017 Page 1 ID:_pIGfuT6_ElpO2H_9vVvpyd3Rl-MIDOtaL3oRV1g5MkOxnPX4f5Ohzfl_Hf8vM991zx4gG i 6-1-2 r 8-0-0 6-1-2 1-10-14 Scale=1:23.0 3 2x4 II 6.00 12 2 d 4 1 v i dr d I i 5 4 3x4 2x4 II I ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 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. All bearings 7-11-8. (lb)- Max Horz 1=189(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,3,4 except 5=273(LC 12) Max Grav All reactions 250 lb or less atjoint(s)1,3,4 except 5=407(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=284/119 WEBS 2-5=302/576 NOTES- (8) j 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.ll;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)3 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4 except(jt=lb) 5=273. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®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 t building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing A l41''�'el�' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M it fabrication,storage,delivery,erection and bracing aftrusses and truss systems,see ANSUTP11 Quality Criteria,DSB419 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I ti I Job Truss Truss Type Qty Ply 812002-Hays Res. T19185288 812002 VOS Valley 1 1 812002044 Job Reference o tional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:41 2017(Page 1 ID:_,IGfuT6_ElpO2H_9vVvpyd3Rl-MIDOtaL3oRV1g5MkQxnPX4f7?hlnl_bf8vM991zx4gG 5.1-2 9-1-2 _ , 10-0-o ' ! 5-1-2 40.0 0.10.14 4 Scale=1:27.7 2x4 II i 3 I 6.00 12 ! 2x4 II 2 , �I c 1 Li 171 2x4 O 7 6 5 2x4 I I 2x4 I! 0. a 5-1-2 9-1-2 10.0.o 0. 8 5-0.10 4-0-00.10.14 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 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014rTP12007 (Matrix) Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.i BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 9-11-8. (lb)- Max Horz 1=241(LC 12) Max Uplift All uplift 100 Ib or less at joints)4,5 except 7=245(LC 12),6=147(LC 12) Max Grav All reactions 250 lb or less at joint(s)1,4,6 except 7=364(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=404/158 WEBS 2-7=266/509,3-6=173/348 NOTES- (8) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except at--lb) 7=245,6=147. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/09/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �+ a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �iq�;p� ek' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y,t! 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,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I i Job Truss Truss Type Qty Ply 812002-Hays Res. T10185289 812002 V06 Valley 1 1 812002045 Job Refere ce o tional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:42 2017 Page 1 ID:_pIGfuT6_Elp02H-9vVvpyd3Rl-Ixnm5wMhZJduRFxw ele3HBL75PQ1TCoNZ5ihTzx4gF 2-0-0 i 4-0-0 2-0-0 2-M 3x4= Scale=1:7.8 2 8.00 12 3 1 v d d I I 2x4 2x4 3-11-8 0 1 3-11-8 0. 8 Plate Offsets(X Y)— 12:0-2-0 Edoel 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 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:10 lb FT=20e% 4 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins.I BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=101/3-11-0,3=101/3-11-0 Max Horz 1=14(LC 8) Max Uplift 1=42(LC 12),3=-42(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)1,3. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �+ a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p�)l building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingisalways r�quired for stability and to prevent collap�e with possible personal injury and property damage.For general guidance regarding the IYIT ek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i s I Job Truss Truss Type �Qty Ply 812002-Hays Res. T10185290 812002 V07 Valley 1 1 812002046 lob Reference o tional Builders FirslSource, Plant City,FL 33566 I 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:42 2017 Page 1 ID:_p1GfuT6_EIp02H_9vVvpyd3Rl-rxnm5wMhZJduRFxw ele3HBKV50r1S3oNZ5ihTzx4gF i 4-0-0 i B-0-0 _ 4-0-0 4-0-0 I Scale=1:15.6 4x6= I 2 6.00 12 i i 3 1 d d 4 i 2x4 i 2x4 II 2x4 8 8-0-0 8 7-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horc(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:25 lb FT=20% LUMBER- BRACING- { TOP CHORD 2x4 SP No.2 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=111/7-11-0,3=1 1 117-1 1-0,4=276/7-11-0 Max Horz 1=35(LC 11) Max Uplift 1=57(LC 12),3=-64(LC 13),4=94(LC 12) Max Grav 1=114(LC 23),3=114(LC 24),4=276(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuh=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)1,3,4. 7)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chard members only.Additional temporary and permanent bracing �'�'�k' is always required for stability and to prevent collapse with passible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inst@ute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss Truss Type JQty Ply 812002-Hays Res. T10185291 812002 V08 Valley 1 1 Job R 047 Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:43 2017 Page 1 ID:_p1GfuT6_Elp02H_9vvvpyd3RI-J8L81GN KK2ml3PV6YMptcVkRYUebmvsycDrGEwzx4gE &0-0 12-0.0 6.0-0 6.0-0 — Scale=1:20.9 4x6 2 6.00 12 i d d 3 1 i cy d d 3x6 2x4 I 3x6 11-11-8 12-t1-0 11-11-8 04-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 HOrz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:39 lb FT=20w LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=177/11-11-0,3=177/11-11-0,4=439/11-11-0 Max Horz 1=55(LC 11) Max Uplift 1=91(LC 12),3=101(LC 13),4=150(LC 12) Max Grav 1=180(LC 23),3=180(LC 24),4=439(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=268/346 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chard bearing. 4)This truss has been designed for a 10.0 psf bottom chard 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 Gt=lb)3=101 ,4=150. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I i ' I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev.10/03/2015 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 property incorporate this design into the overall Nil building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing p fllT�l�1l' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 'v, 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insthule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job Truss Truss Type city Pl7job 02-Hays Res. T10185292 812002 V09 Valley 1 02048 Reference(optional Builders FirstSource, Plant City,FL 33566 7.640 s Apr 19 2016 MTek Industries,Inc.Mon Jan 09 13:39:43 20171Page 1 ID:_11GfuT6_ElpO2H 9vvvpyd3Rl-JBL8IGNKK2ml3PV6YMptcVkSrUirmuJycDrGEwz x4gE 6-1-2 &OA 9.10.14 16-0.0 6-1-2 1-10.14 1-1114 6-1-2 Sc!ale=1:27.8 3x4= • 3 2x4 11 2x4 11 6.00 12 4 2 5 1 g -d d d 3x4 i 7 6 3x4 2x4 I I 2x4 I I 0. 8 6-1-2 0-10.14 16.0-0 0. 8 60.10 3.9-12 6.1-2 Plate Offsets(X,Yh 13:0-2-O.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP • TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a - n/a 999 BCLL 0.0 • Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:55 lb FT=20% LUMBER- BRACING- TOP.CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 15-11-0. (lb)- Max Horz 1=76(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5 except 7=260(1_C 12),6=257(LC 13) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=401(LC 23),6=401(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 1-7=124/307,6-7=124/307,5-6=124/307 WEBS 2-7=284/462,4-6=284/462 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 chard 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)1,5 except Gt=lb) 7=260,6=257. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." it I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE * Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not [�+ a truss system.Before use,the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall ip. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the piTek- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke last Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type City Ply 812002-Hays Res. T10185293 812002 V10 Valley 1 1 812002049 Job Reference(optionall Builders FkrslSource, Plant City,FL 33566 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:44 20171 Page 1 ID:_pIGfuT6_EI pO2H_9vVvpyd3 RI-nKvXWcOy5MuchZ4J 53K68 iHcCu3hV KQ5gtapm Mzx4gD 5-1-2 1G-0-0 14-10.14 20-0-0 5-1-2 4-10-14 4-10-14 5-1-2 i Scale=1:34.5 06= e 3 6.00 12 2x4 I I 2x4 I I d 2 4 1 ED 5 i d Vd 3x4 i 8 7 6 3x4 2x4 II 5x6= 2x4 II 0- 8 5-1-2 14-10-14 20-M 0- 8 5.0-10 9-9-12 5-1-2 Plate Offsets(X,Yh r7:0-3-0.0-3-01 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 0.35 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:73 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 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 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-11-0. (lb)- Max Horz 1=96(LC 8) Max Uplift All uplift 100 lb or less at joint(s)1,5,7 except 8=282(LC 12),6=282(LC 13) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=317(LC 1),8=411(LC 23),6=411(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=299/493,4-6=299/493 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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)1,5,7 except 0=11b) 8=282,6=282. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I ®WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ■ Design valid for use only with Mrfek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not f • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �qq r building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IVI� Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IP le tabdcatian,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPi1 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 36610 I I x: Job Truss Truss Type Qty Ply 812002-Hays Res. T10185294 812002 V11 Valley 1 1 812002050 Jab Reference o tional Builders FirstSource, Plant City,FL 33566 i 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:45 2017(Page 1 ' � ID:_plGfuT6_EIp02H_9vVvpyd3Rl-FWI'vjxOasgOTlifVfnrLhwpnXlL?EnwF3XKMIozx4gC 12-4-0 14-9-8 20-8-0 1 ' 5-10-8 2-5.8 2-0-0 2-0.0 2-5-8 5-10-8 Scale=1:36.2 i 4x6= 5 2x4 II 2x4 II 6.00 12 3 8 4x6 i 46 7 2 j i 2x4 II x 0= 2x4 II 9 Y i Y N N 1 10 d d 3x4 i 14 13 12 11 3x4 2x4 I 3x4= 2x4 II 2x4 II 0. 8 5-10.8 10-4-0 14-9-8 20.6-0 0. 8 5-10-0 45-8 4-5.8 5-10-8 ! 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 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 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 6-0-0 oc bracing. WEBS 2x4 SP No.2`Except JOINTS 1 Brace at Jt(s):6,4,7 2-14,6-12,9.11:2x4 SP No.3 I REACTIONS. All bearings 20-7-0. (lb)- Max Horz 1=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)12 except 1=120(LC 13),10=124(LC 13),14=-432(LC 12), 11=-410(LC 13) Max Grav All reactions 250lb or less atjoint(s)1,10,12 except 14=450(LC 23),11=450(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-14=317/438,9-11=-317/438 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except(jt=lb) 1=120,10=124,14=432,11=410. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." RM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mlrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 •a Job Truss Truss Type Qty Ply 812002-Hays Res. T10185295 812002 V12 Valley 1 1 812002051 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 1 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Jan 09 13:39:45 20171 Page 1 I ID:,_p1GfuT6_ElpO2H_9vVvpyd3Rl-FWr,,jxOasgOTlifVfnrLhwpnglNREoXF3,XKMIozx4gC r 5-10.8 10.2-12 14-5-4 i 18-9-8 i 24-8-0 i 5.10.8 4-4-4 4-2-8 4-4-4 5-10-8 Scale=1:41.1 c 44 2x4 II 2x4 II 4x6_ 6.00 12 2 3 4 5 v I N ' 1 6 d d d 3x6 34 11 10 9 8 7 2x4 II 3x4= 2x4 I I 2x4 II 2x4 II 0. 8 510.8 10.2-12 14-5-4 18-9-8 24-8-00. B 5-10.0 4-4-4 42-8 44-4 5-10-9 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 0.37 Vert(LL) n/a - n/a 999 MT20 2441190 • TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 HOrz(rL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix) Weight:87 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 24-7-0. (lb)- Max Horz 1=54(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)1,6 except 11=161(LC 12).7=150(LC 13),10=173(LC 8), 8=173(LC 9) Max Grav All reactions 250 lb or less atjoint(s)1,6 except 11=382(LC 23),7=382(LC 24),10=327(LC 24), 8=327(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-11=249/306,5-7=249/306,3-10=247/286,4-8=247/286 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6 except Gt=lb) 11=161,7=150,10=173,8=173. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." i ®WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �+ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tI����p building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the IYI�i'ek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 36610 I ' L I Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ----- -- -— 3-----Center plate on oint unless y z,— dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. 0-1 �� o1-2 c2-3 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves CI WEBS env may require bracing,or alternative Tor I T O h' 1 p O bracing should be considered. 3. Never exceed the design loading shown and never d V stack materials on inadequately braced trusses. 0 IL p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c e c6 cs� designer,erection supervisor,property owner and plates 0- 'Ad'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI1TPI 1. Plate location details available in MiTek 20120 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at h r spacing, g y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. --— — __ 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. -- 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek ® 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI1TPI 1 Quality Criteria. a Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015