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110 & 114 JACKSON RD - TRUSSES —E lut Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek OFFICE COPY RE: 1292854 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Mathieu Builders Project Name: 1292854 Model: Townhome Lot/Block: 110-120 Subdivision: Jackson St. Address: 110-1"Jackson St. City: Duval WI' State: Florida Name Address and License #of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12846582 CJ1 12/29/17 18 T12846599 F09 12/29/17 12 11128465831 CJ3 112/29/17 119 T12846600 I F10 1 12/29/171 13 17128465841 EJ1 1 12/29/17120 T12846601 1 F11 1 12/29/171 14 1712846585 EJ2 1 12/29/17121 T12846602 I HJ4 1 12/29/171 15 1712846586 I EJ3 1 12/29/17122 T128466031 HJ5 1 12/29/17 1 16 T12846587 EJ4 12/29/17123 7128466041 101 12/29/17 1 7 T12846588 EJ4G 12/29/17 24 T12846605 102 12/29/17 18 17128465891 EJ5 1 12/29/17125 T128466061103 12/29/171 9 712846590 EJ5G 12/29/17 126 T12846607 104 12/29/17 110 1712846591 1 F01 1 12/29/17127 712846608 I T05 12/29/17 1 111 17128465921 F02 1 12/29/17 128 T128466091706 12/29/171 12 1T12846593 1F03 1 12/29/17 129 T1284661011-07 12/29/17 1 4.p v. 13 1112846594 1F04 1 12/29/17130 T12846611 1108 12/29/171 14 T12846595 F05 12/29/17 131 T12846612 109 12/29/17 <��-y 15 712846596 F06 12/29/17 32 712846613 710 12/29/17 �' 16 112846597 F07 12/29/17133 1712846614 T11 12/29/17 117 11128465981 F08 1 12/29/17134 11128466151 T12 12/29/171 The truss drawing(s)referenced above have been prepared by ��s�`t E 'lull,. 'P l "ii MiTek USA. Inc. under my direct supervision based on the parameters ,• p.�•..•••.. /�y e, provided by Builders FirstSource-Jacksonville. ,,` N•."\G E N d.2. + ,.,, Truss Design Engineer's Name: Finn, Walter No 837y ... 1: My license renewal date for the state of Florida is February 28,2019. : * IMPORTANT NOTE: The seal on these truss component designs is a certification =-0: LF 2 that the engineer named is licensed in the jurisdiction(s)identified and that the 21. . S '�l, designs comply with ANSI/TPI 1. These designs are based upon parameters • T••. P • � shown(e.g.,loads,supports,dimensions,shapes and design codes),which were .•, t • O R 1 C)••.••• 0.\ t specific is for MiTek's ffiileen refeoMiTek. Any rence purpose only,and and was not takenon into accdoudnt in the preparation of reel ON Al-� `•, these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Walter P.Finn PE No.22839 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: December 29,2017 Finn,Walter 1 of 2 RE: 1292854 - Site Information: Customer Info: Mathieu Builders Project Name: 1292854 Model: Townhome Lot/Block: 110-120 Subdivision: Jackson St. Address: 110-120 Jackson St. City: Duval State: Florida No. Seal# Truss Name Date 35 T12846616 T13 12/29/17 36 1 T1 284661 7 1T14 1 12/29/17 1 37 1T12846618 1T15 1 12/29/17 1 38 1T12846619 1T16 1 12/29/17 1 39 1T12846620 1TF01 1 12/29/171 2 of 2 �' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 MI IThese truss designs rely on lumber values established by others. MiTek® RE: 1292854 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Mathieu Builders Project Name: 1292854 Model: Townhome Tampa, FL 33610-4115 Lot/Block: 110-120 Subdivision: Jackson St. Address: 110-120 Jackson St. City: Duval State: Florida Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 130 mph Roof Load: 32.0 psf Floor Load: 55.0 psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12846582 CJ1 12/29/17 18 T12846599 F09 12/29/17 2 T12846583 CJ3 12/29/17 19 T12846600 F10 12/29/17 3 T12846584 EJ1 12/29/17 20 T12846601 F11 12/29/17 4 T12846585 EJ2 12/29/17 21 T12846602 HJ4 12/29/17 5 T12846586 EJ3 12/29/17 22 T12846603 HJ5 12/29/17 6 T12846587 EJ4 12/29/17 23 T12846604 101 12/29/17 7 T12846588 EJ4G 12/29/17 24 T12846605 102 12/29/17 I8 [T12846589 EJ5 12/29/17 25 T12846606 103 12/29/17 9 T12846590 EJ5G 12/29/17 26 T12846607 104 12/29/17 10 T12846591 F01 12/29/17 27 T12846608 105 12/29/17 11 T12846592 F02 12/29/17 28 T12846609 106 12/29/17 [12 T12846593 F03 12/29/17 29 T12846610 107 02/29/17 13 T12846594 F04 12/29/17 30 T12846611 I T08 12/29/17 14 T12846595 F05 12/29/17 31 T128466121T09 12/29/17 15 T12846596 F06 12/29/17 32 T12846613 I T10 12/29/17 16 T12846597 F07 12/29/17 33 T12846614 I T11 12/29/17 17 T12846598 F08 12/29/17 34 T12846615 I T12 12/29/17 The truss drawing(s)referenced above have been prepared by ,,o`��«R� MiTek USA,Inc. under my direct supervision based on the parameters �• pJ-i.........F/�, ie` provided by Builders FirstSource-Jacksonville. �. ' \CEN �.;/ Truss Design Engineer's Name: Finn, Walter No 22839 • My license renewal date for the state of Florida is February 28,2019. = *J IMPORTANT NOTE:The seal on these truss component designs is a certification :13' �: that the engineer named is licensed in the jurisdiction(s)identified and that the . •• P STATE OF , • •designs comply with ANSI/TPI 1. These designs are based upon parameters �i0 • � shown(e.g.,loads,supports,dimensions,shapes and design codes),which were40," tC�••• O R t flereferenMiTek. ce purposeponly, nd as not takect secific en into account in the ion included is for ITek's customepepa preparation of rs ,''',S,''N Ai %•‘ these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Wafter P.Ann PE No22839 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tama FL33610 Date: December 29,2017 Finn, Walter 1 of 2 RE: 1292854 - Site Information: Customer Info: Mathieu Builders Project Name: 1292854 Model: Townhome Lot/Block: 110-120 Subdivision: Jackson St. Address: 110-120 Jackson St. City: Duval State: Florida No. Seal# Truss Name Date 35 T12846616 T13 12/29/17 136 1T12846617 1T14 112/29/17 1 137 1T12846618 1T15 112/29/17 1 138 1T12846619 1T16 112/29/17 1 139 1T12846620 1 TF01 112/29/17 2 of 2 Job Truss Truss Type Qty Ply T12846582 1292854 CJ1 Jack-Open 20 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl;12244 r 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:15 2017 Page 1 ID:O78slfd Wr6AncvPO9cX7vdyl¢ya-JpnPg5CBswlxgnfPhqyEzf011 XNXW?WMDj953Cy47vU -1-4-0 1-0-0 1-4-0 1-0-0 Scale=1:9.6 3 7.00 2 /11 1 "MIA 4 5 3x8 II 1-0.0 1-0-0 Plate Offsets(X,Y)— 15:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MR Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=188/0-5-8,3=-33/Mechanical,4=17/Mechanical Max Horz 5=66(LC 12) Max Uplift 5=97(LC 12),3=-33(LC 1),4=20(LC 19) Max Gray 5=188(LC 1),3=16(LC 16),4 6(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 5,33 lb uplift at joint 3 and 20 lb uplift at joint 4. 6)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. MUMA 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 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 ANSI/IBM 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 Job Truss Truss Type Qty Ply T12846583 1292854 CJ3 Jack-Open 20 1 Job Reference(ootional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries„Inc. Fri Dec 29 10:28:16 2017 Page 1 I D:078s1fd WT6AncvP09cX7vdykzya-n7Ln 1t2DpdERoSx'EcFYTT WtYBnwiNfSm 1 SNuebfy47vT -1-4-0 I 3-0-0 I 1-4-0 3-0-0 Scale=1:15.5 3 7.00 12 2 N d PM 4 5 3x8 II - 3 00 Plate Offsets(X,Y)— 15:0-4-2,0-1-81 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 0.28 Vert(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=196/0-5-8,3=55/Mechanical,4=11/Mechanical Max Horz 5=125(LC 12) Max Uplift 5=-83(LC 12),3=-74(LC 12),4=-31(LC 9) Max Gray 5=196(LC 1),3=66(LC 19),4=38(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;VuIt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 lb uplift at joint 5,74 lb uplift at joint 3 and 31 lb uplift at joint 4. 6)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. t 1 Q WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 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 building design. Bracing indicated is to prevent budding 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 properly 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 Job Truss Truss Type Qty Ply 712846584 1292854 EJ1 Jack-Open 10 1 Job Reference(optional) Builders FirstSource, Jacksonville,Flx32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:17 2017 Page 1 ID:078slfd Wi6AncvP09cX7vdykzya-FBvAFnE ROYZf45popF_i245NgK320vbAh 1 eC75y47vS -1-4-0 I 1-0-0 1-4-0 1-0-0 Scale=1:9.6 2x4 II 4 3 7.00 12 , 2 h 1111 Ell 7 /EEL! 101 ,... 6 2x4 II 7 3x8 II I 1-0-0 I 1-0-0 Plate Offsets(X,Y)— [7:0-4-2,0-1-8) 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 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 180 BCLL 0.0 * Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=187/0-5-8,5=-59/Mechanical Max Horz 7=65(LC 12) Max Uplift 7=-98(LC 12),5=-59(LC 1) Max Gray 7=187(LC 1),5=19(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=192/259 NOTES- (6) 1)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 lb uplift at joint 7 and 59 lb uplift at joint 5. 6)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. 1 I tee. a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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 MiTele 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 ANSIJTPt1 Quality Criteria,D5B-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 Job Truss Truss Type Qty Ply T12846585 1292854 EJ2 Jack-Open 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:17 2017 Page 1 I D:078slfd WT6AncvP09cX7vdykzya-FBvAF nEROYZf4epopF_i245Q UK3sOvbAh 1 eC75y47vS 1-10-8 1-10-8 Scale=1:10.1 2x4 II 3 7.00 12 2 1 ■ AMLEI ADEQUATE 2x4= �/4 SUPPORT REQUIRED. 5 2x4 I 1-8-4 11-101 1-8-4 0-2-4 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 0.03 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=47/Mechanical,5=73/0-3-8 Max Horz 5=56(LC 12) Max Uplift 1=-9(LC 8),5=-61(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 61 lb uplift at joint 5. 6)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. 1 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I41-7473 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke 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 Job Truss Truss Type Qty Ply T12846586 1292854 EJ3 Jack-Open 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,FIF32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:18 2017 Page 1 I D:078sttd Wr6AncvP09cX7vdykzya-jOSYS7E39rh WiFO_MzVVxbleZSkPx7LzKvhNlfXy47vR I _ _ 2-10-8 2-10-8 Scale=1:13.1 3 7.00 12 2x4 2 N $ j ■ % a ADEQUATE 2x4 = SUPPORT =' REQUIRED. 5 2x4 II 1-4-122-10-8 1-4-12 0.1-1 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 1 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=12/Mechanical,5=172/0-3-8 Max Horz 5=82(LC 12) Max Uplift 1=-29(LC 8),5=-132(LC 12) Max Gray 1=47(LC 9),5=172(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-183/282 NOTES- (6) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left exposed;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 132 lb uplift at joint 5. 6)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 pot 0 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 Mcrek®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 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 Job Truss Truss Type Qty Ply T12846587 1292854 EJ4 Jadc-Open 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:19 2017 Page 1 I D:O78slfd W T6AncvPO9cX7vdykzya-BaOwgTF hw9pNJOzAwg 1 A7VAiu8hvsp V T8L71 Czy47vQ -t-4-0 4-4-8 I 1-4-0 4-4-8 Scale=1:19.4 3 7.00 12 2 11 0111',.. 1111111 4 PIA 11 5 3x8 II 4-4-8 4-4-8 Plate Offsets(X,Y)— 15:0-4-2,0-1-8) 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) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=233/0-5-8,3=93/Mechanical,4=24/Mechanical Max Horz 5=167(LC 12) Max Uplift 5=-92(LC 12),3>114(LC 12),4=-8(LC 12) Max Gray 5=233(LC 1),3=112(LC 19),4=58(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 92 lb uplift at joint 5,114 lb uplift at joint 3 and 8 lb uplift at joint 4. 6)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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply • T12846588 1292854 EJ4G Jack-Open Girder 2 1 Job Reference(ootionall Builders FirstSource, Jacksonville,FI?2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:19 2017 Page 1 ID:078slfdWl'6AncvPO9cX7vdykzya-BaOwgTFhw9pNJOzAwg1A7VAiR8bespzT8L71Czy47vQ 4.4-8 4-4-8 Scale=1:19.4 2 2x4 11 7.00 12 • r5 111111111.41,. 7 III HTU26 3 4x6 I I 2x4 I I HTU26 I 4-4-8 4-4-8 Plate Offsets(X,Y)— 11:0-0-4,0-0-81,11:0-0-9,0-4-151 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 0.32 Vert(LL) -0.04 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.06 3-6 >907 180 BCLL 0.0 * Rep Stress Incr NO WB 0.03 Horz(CT) 0.01 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=434/Mechanical,1=676/0-5-8 Max Horz 1=129(LC 12) Max Uplift 3=-214(LC 12),1=-186(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 lb uplift at joint 3 and 186 lb uplift at joint 1. 6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. starting at 0-5-4 from the left end to 2-5-4 to connect truss(es)to back face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,3-4=-10 Concentrated Loads(Ib) Vert:6=-421(B)7=418(B) ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekSi 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 ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846589 1292854 EJ5 Jack-Open 24 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:20 2017 Page 1 ID:078sIfdWT6AncvP09cX7vdyk ya-fmAltpGJhTxEx NUOYPgjjr2Y_bGIcN?sskOy47vP -1-4-0 5-0-0 I 1-4-0 5-0-0 Scale=1:21.2 3 7.00 12 rA 2 1,0621 : 11 i►� 5 4x8 II 4 I 5-0-0 Plate Offsets(X,Y)— 12:0-1-0,0-1-121.15:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.09 4-5 >654 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.08 4-5 >732 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MR Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=251/0-5-8,3=110/Mechanical,4=30/Mechanical Max Horz 5=186(LC 12) Max Uplift 5=-97(LC 12),3=-131(LC 12),4=-53(LC 9) Max Gray 5=251(LC 1),3=126(LC 19),4=67(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint 5,131 lb uplift at joint 3 and 53 lb uplift at joint 4. 6)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. 1 1 A 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 Mil-eke 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 ANSIITPII 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Oty Ply T12846590 1292854 EJ5G Jack-Open Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl?2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:21 2017 Page 1 I D:078slfd Wi6AncvP09cX7vdykzya-8z8g58HxSm35Zi7Z253eDwG0pxHYKjOmcfcPGsy47v0 5-0-0 i 5-0-0 Scale=1:21.2 2 2x4 II Pi 7.00 12 d01114.1. 7 8 3 HTU26 HTU26 6x8 = 2x4 II 5-0-0 5-0-0 Plate Offsets(X,V)— 11:0-0-8,0-0-41,11:0-4-15,0-0-91,11:Edoe,0-3-41 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 0.39 Vert(LL) 0.06 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.08 3-6 >705 180 BCLL 0.0 * Rep Stress Incr NO WB 0.04 Horz(CT) 0.02 1 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=455/Mechanical,1=560/0-5-8 Max Horz 1=148(LC 12) Max Uplift 3=-233(LC 12),1=-157(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 233 lb uplift at joint 3 and 157 lb uplift at joint 1. 6)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 3-0-12 to connect truss(es)to back face of bottom chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54,3-4=-10 Concentrated Loads(Ib) Vert:7=-352(B)8=-352(B) mem 1 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 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846591 • 1292854 F01 Floor 30 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:22 2017 Page 1 I D:078slfd Wi6AncvP09cX7vdykrya-c9i31 UHaD4ByAsilboatl8o9PLZn33zvgJLyoly47vN 0-1-8 H I 1-3-0 i I 1-11-0 I zi8 Scdle=1:34.5 4x4= 4x4= 1.5x3 = 3x4 = 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x4 = 1.5x3 1 2 3 4 5 6 7 8 9 10 11 12 13 a o 25 3 `►1�N /a 'w-o e N\M NS\ \/ 26 0 y 23 22 21 20 19 18 17 16 15 g 4x4 = 3x6 FP= 3x6= 3x6 = 3x4 = 4x4= 3x4 = 1 1-6-0 1 4-0-0 I 16-5-0 1 18-11-0 1 20-5-0 1-6-0 2-6-0 12-5-0 2-6-0 1-6-0 Plate Offsets(X,Y(- I1:Edae,0-1-81.113:0-1-8,Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.27 18-19 >889 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.37 18-19 >647 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.07 14 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight:107 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=735/0-5-0,14=735/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-24=-732/0,13-14=732/0,1-2=-758/0,2-3=-1898/0,3-4=-2681/0,4-5=2681/0, 5-6=3061/0,6-7=3061/0,7-8=-3061/0,8-9=2681/0,9-10=2681/0,10-12=-1898/0, 12-13=758/0 BOT CHORD 22-23=0/1429,20-22=0/2348,19-20=0/2915,18-19=0/3061,17-18=0/2915,16-17=0/2348, 15-16=0/1429 WEBS 13-15=0/979,1-23=0/979,12-15=-934/0,2-23=934/0,12-16=0/651,2-22=0/651, 10-16=-626/0,3-22=-626/0,10-17=0/452,3-20=0/452,8-17=324/0,5-20=-324/0, 8-18=-87/442,5-19=-87/442 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)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. / 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. 11. 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 MI l;� ek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPI1 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 Job Truss Truss Type Oty Ply T12846592 1292854 F02 Floor 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:23 2017 Page 1 ID:O78slfd Wf6AncvPO9cX7vdyl¢ya-4LGRVgIC_OJpo0Hy9W561 LLIjI?1 oXL33z5WLy47vM 0-1-8 H 11-0-12 I OF 1I i0 I 2-0-12 I 0418 s l --1:34.5 3x4= 1.54= 1.54 11 1.54 II 34= 1.54 II 1.54 II 34 FP= 1.54 = 1 2 3 4 5 6 7 8 9 10 11 12 13 �27 a e e�• �� ! t/ ... e/ \.-e/ \ / x./. 28 7 s e - s - - s e - s - e 0 25 24 22 21 20 19 18 17 16 15 4 3$ FP= 1.54 11 3x6= 3x4= 4x4 = I 3-10-4 I 20-5-0 I 3-10-4 16-6-12 Plate Offsets(X,Y)— f13:0-1-8,Edael LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.20 17-18 >986 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.27 17-18 >724 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.02 14 n/a n/a BCDL 5.0 Code FBC2017/TP12014I Matrix-S Weight:109 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SR No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 26=-3/0-5-0,14=568/0-5-0,23=906/0-3-8 Max Uplift 26=-95(LC 4) Max Gray 26=92(LC 3),14=570(LC 7),23=906(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-14=568/0,4-5=-252/0,5-6=1164/0,6-7=1676/0,7-8=1676/0,8-9=1816/0, 9-10=1816/0,10-12=-1363/0,12-13=-572/0 BOT CHORD 23-24=-412/0,21-23=-412/0,20-21=0/781,19-20=0/1676,18-19=0/1676,17-18=0/1848, 16-17=0/1656,15-16=0/1069 WEBS 4-23=-936/0,4-24=0/391,13-15=0/737,12-15=692/0,12-16=0/410,10-16=408/0, 8-18=-313/66,4-21=0/829,5-21=737/0,5-20=0/541,6-20=-706/0,6-19=0/251 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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. 1 1 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l^ 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' ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTPI1 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,Alexandra,VA 22314. Tampa.FL 36610 Job Truss Truss Type Qty Ply T12846593 • 1292854 F03 Floor 18 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Jnc. Fri Dec 29 10:28:23 2017 Page 1 ID:078slfdWT6AncvP09cX7vdykzya-4Ll RVglC_OJpo0Hy9W561LLIFI?HoYj33z5WLIy47vM 0-1-8 ,6 HI 1�0 I 2"0$ I 0148 Sca 1:28.1 3x4= 3x4 = 1.5x3 = 1.503 II 1.503 II 1.5x3 = 1 2 3 4 5 6 7 8 9 0 0 0 E'. _//,_N_zo.-\ / 19 20 0 xly 7 7— .sx/ \_/— e - e e a - - �pu/ 17 16 15 14 13 12 11 404 = 1.5x3 II 3x6 = 4x4= I 16-8-0 I 16-8-0 Plate Offsets(X,Y)— f9:0-1-8,Edge) LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT) -0.27 13-14 >740 240 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(CT) 0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:87 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=598/0-3-8,10=598/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-598/0,9-10=-595/0,1-2=-600/0,2-3=-1460/0,3-4=-1911/0,4-5=-1911/0,5-6=-1962/0,6-7=-1962/0, 7-8=1454/0,8-9=-603/0 BOT CHORD 16-17=0/1114,15-16=0/1911,14-15=0/1911,13-14=0/2029,12-13=0/1773,11-12=0/1130 WEBS 9-11=0/778,8-11=-733/0,8-12=0/450,7-12=444/0,7-13=0/256,5-14=-276/145,1-17=0/774,2-17=-715/0, 2-16=0/482,3-16=654/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)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. / r ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51RPI1 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 Job Truss Truss Type Oty Ply 712846594 1292854 F04 Floor 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 52244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:24 2017 Page 1 ID:078slfd WT6AncvP09cX7vdykzya-YYgpjAJglhRgQAr8j DcLgZuRp9KgX0yClcg3tBy47vL 0-1-8 H I 1-3-0 I I 1-9-12 0�-8-0 { 1-6-12 i Scale 0-148 134.5 3x4= 3x8 = 1.5x3 = 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 =- 1 1 2 3 4 5 6 7 8 9 10 11 12 27 g Nlippirr/Nimpppr/oew.4\ - ——•- -\lir a 28 e e e a e e 0 25 24 23 22 21 20 19 17 16 15 14 g 3x4 = 3x6 FP= 3x6= 3x4 = 1.5x3 II 1.5x3 I I 1.5x3 I I I 13-2-12 I 20-5-0 I 13-2-12 7-2-4 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.17 21-22 >935 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.23 21-22 >683 240 BCLL 0.0 Rep Stress Inc( YES WB 0.31 Horz(CT) 0.02 13 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:109 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-19,17-18. REACTIONS. (lb/size) 26=477/0-5-0,13=257/0-5-0,18=737/0-5-8 Max Gray 26=487(LC 10),13=264(LC 7),18=737(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-26=-486/0,12-13=259/0,1-2=478/0,2-3=-1099/0,3-4=-1381/0,4-5=-1381/0,5-6=-1026/0,6-7=-1026/0, 7-8=-602/0,10-11=-414/0 BOT CHORD 24-25=0/890,22-24=0/1309,21-22=0/1319,20-21=0/1026,19-20=0/1026,16-17=0/414,15-16=0/414,14-15=0/414 WEBS 8-18=-682/0,1-25=0/616,2-25=-572/0,2-24=0/290,3-24=-293/0,5-21=446/0,8-19=0/645,7-19=-862/0, 7-20=0/456,12-14=0/275,8-17=0/254,11-14=-269/0,10-17=-266/0 NOTES- (5) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)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. 1 I AWARNING-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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding 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 ANSIrTP11 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 Job Truss Truss Type Qty Ply T12846595 ' 1292854 F05 Floor 10 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,,Inc. Fri Dec 29 10:28:25 2017 Page 1 ID:O78slfdWT6AncvPO9cX7vdykzya-OkNBwWKSW'?ZW1 KQKHx8aNmQjmZgRGTWLWGadPdy47vK 0-1-8 HI 1-3-0 i I 1-5-0 I Scale=e=1:22.6 3x4= 3x4 = 1.5x3 = 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 O 0 0 0 0 6 N \0k.4/Fr 1 17 .4/ _\./- e e Y '> 14 13 12 11 10 9 3x4 = 1.5x3 It 3x4 = I 13-5-0 I 13-5-0 Plate Offsets(X,Y1— 17:0-1-8,Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.07 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:71 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=479/0-5-0,8=479/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-475/0,7-8=-476/0,1-2=-466/0,2-3=-1081/0,3-4=-1294/0,4-5=1294/0,5-6=-1077/0,6-7=-467/0 BOT CHORD 13-14=0/874,12-13=0/1262,11-12=0/1294,10-11=0/1294,9-10=0/871 WEBS 1-14=0/600,2-14=568/0,2-13=0/287,3-13=-251/0,7-9=0/601,6-9=-562/0,6-10=0/292,5-10=-343/0 NOTES- (4) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)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. 1 I .... AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111167473 rev.10413/2015 BEFORE USE. jut 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 ANSIITPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846596 1292854 F06 Floor Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:26 2017 Page 1 ID:O78slfdWT6AncvPO9cX7vdykzya-UwxZ8sL4HJhNfT?Xgefpw_zgdy?K?vOVIwJAx3y47vJ 0-1-8 HI 1-3-0 I 15-0 I Scale=1:22.6 3x4= 3x4 = 1.5x3 = Special Special Special 1.5x3 II Special Special Special 1.5x3 = 1 2 18 19 3 20 4 21 5 22 23 6 7 0 0 0 0 17 e 14 13 12 11 10 9 0 3x4 = 1.5x3 II 3x4 = 13-5-0 13-5-0 Plate Offsets(X,YI— 17:0-1-8,Edoel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.02 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:71 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=544/0-5-0,8=544/0-5-0 Max Uplift 15=-129(LC 10),8=-111(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-540/131,7-8=542/112,1-2=-544/169,2-3=-1251/499,3-4=-1482/603, 4-5=-1482/603,5-6=1248/432,6-7=545/150 BOT CHORD 13-14=342/1024,12-13=-661/1454,11-12=603/1482,10-11=603/1482,9-10=-305/1022 WEBS 1-14=-220/702,2-14=-667/241,2-13=-243/316,3-13=-282/277,7-9=196/703, 6-9=663/216,6-10=276/336,5-10=363/340 NOTES- (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 129 lb uplift at joint 15 and 111 lb uplift at joint 8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)94 lb down and 81 lb up at 3-4-4,39 lb down and 169 lb up at 4-8-4,36 lb down and 169 lb up at 6-0-4,3 lb down and 169 lb up at 7-4-12,and 38 lb down and 169 lb up at 8-8-12,and 94 lb down and 81 lb up at 10-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-15=-7,1-7=-67 Concentrated Loads(Ib) Vert:18=-59(F)19=-3(F)20=3(F)21=-3(F)22=-3(F)23=59(F) 0 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT eke 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 ANSITFPII 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 Job Truss Truss Type Oty Ply T12846597 • 1292854 F07 Floor 4 1 Job Reference(ootionall Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries Inc. Fri Dec 29 10:28:26 2017 Page 1 ID:O78sIfdWf6AncvPO9cX7vdykzya-UwxZ8sL4HJhN?1T?Xgefpw zymy76?_WVIwJAx3y47vJ 0-1-8 3x6 11 I 343= 1-0.0 2_11.6x91 II 0-5-8 1 11.5x3 II 4 Scale=1:9A II 9 11111 ■/ EU MI Mil NM :ilii: 3x3 = 3x3 = 8" 7 8 5 3x3 = 3x3 II I 3-2-8 3-2-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight:23 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=104/0-5-0,8=104/0-5-0,5=108/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Non Standard bearing condition. Review required. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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. t 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi/T eke 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandna,VA 22314. Tampa,FL 36610 IJob Truss Truss Type Qty Ply T12846598 1292854 F08 GABLE 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI,32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:27 2017 Page 1 ID:078slfdWf6AncvPO9cX7vdyk ya-y7VyLCLi2cpEHdajOMA2SBW6JMTIkO8e_a3jUWy47N 1 3x3= 2 1.5x3 II 3 1.5x3 I I 43x3 = Scale=1:9.4 9 = Q Y •iiiiiiiiii�i�0iiiiiiiiiiiiiiiiiiiiii • 8 7 6 5 3x3 = 3x3 = 3x3= 1.5x3 I I 1-4-o 1 2-0-0 3-2-8 1-4-0 0-8-0 1-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:22 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 3-2-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (6) 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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. 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 961-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall A building design.Bracing 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 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 Job Truss Truss Type Qty Ply T12846599 1292854 F09 Floor Girder 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,.)nc. Fri Dec 29 10:28:27 2017 Page 1 ID:078s1fdWT6AncvP09cX7vdykzya-y7VyLCLi2cpEHdajOMA2SBV QeMTSkP9e_a3jUVVy47vt 1-3-0 I 0-11-0 3x6= 0-9-0 I (I1-1-il 1 3x6= 10 11 2 33x3 = THA426 Scale=1:9.4 ■■■ =ME /■ l II III 9 II. 1.5x3 = ME st ■; 1.5x3 = rIm• bilkt■■ k■■M■■ ■rte■ 6 3x3 = M 1.5x3 II 7 6 M 4 3x3 II 3x6= 1-6-0 I 2-4-0 1 2-7-4 z 3-8-0 1 1-6-0 0-10-0 0-3-40 .12 1-0-0 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:26 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=9/Mechanical,5=1011/0-5-8,5=1011/0-5-8 Max Uplift 7=-41(LC 4) Max Gray 7=98(LC 3),5=1011(LC 1),5=1011(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-759/0,3-5=-332/0 NOTES- (9) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Use Simpson Strong-Tie THA426(Single Chord Girder)or equivalent at 1-2-4 from the left end to connect truss(es)to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-7=-7,1-11=-67,3-11=-192 Concentrated Loads(Ib) Vert:3=-225 2=-300 10=-64(F) 1 I A 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Ns 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 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 Job Truss Truss Type Qty Ply 712846600 1292854 F10 Floor 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl,t2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:28 2017 Page 1 I D:O78slfd W f6McvPO9cX7vdykzya-QJ3KZYMKowx5un9vy3h H?P2D6mpdTs3oDEoHOyy47vH 1-3-0 011-0 3x6 = 0-9-0 4 1 3x8 = 2 33x3 = Scale x 1:9.4 ■■= /i■■ a■ ■■ 9 ■, 1.5x3= ■; 1.5x3 ■ !:l:. ■ ��■ 3x3 = 1.5x3 II 7 8 4 3x3 II 3x8 = 1.60 I 2-4-0 2-7-4 2 3.8.0 1-6-0 0-10-0 0.3.4 0412 1-0-0 LOADING (psf) SPACING- 1-4-0 CSI. DEFL- in (loc) I/defl Lid PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) 0.00 6 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.00 5 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight:26lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=61/Mechanical,5=656/0-5-8 Max Uplift 7=125(LC 4) Max Gray 7=48(LC 3),5=656(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/285 BOT CHORD 5-6=285/0 WEBS 2-5=-303/0,3-5=-465/0 NOTES- (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-7=-7,1-3=67 Concentrated Loads(Ib) Vert:3=350 / 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mit 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 ANSIITPII 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 Job Truss Truss Type Qty Ply T12846601 1292854 Ell GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:29 2017 Page 1 I D:078s1fd W T6AncvP09cX7vdykzya-vVdimu NzE3y Wxk5 WnC WXcbS QA9CCKSxRuYgY Oy47vG Scale=1:13.8 3x3= 1 3x3 = 2 3 4 5 6 7 • eJl e = le e 15 J L e e e le e e 14 13 12 11 10 9 8 3x3 = 3x3= 3x3= I 1-4-0 I 2-8-0 1 3-8-8 1 4-9-0 I 6-1-0 I 7-5-0 I 1-4-0 1-4-0 1-0-8 1-0-8 1-4-0 1-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 8 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight:39 lb FT=11%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-5-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-5-0. (lb)- Max Gray All reactions 250 lb or less at joint(s)14,8,11,13,12,9,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)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 t A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mit 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' ek^ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,0569 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 Job Truss Truss Type Qty Ply T12846602 1292854 HJ4 Diagonal Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl X2244 r 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:30 2017 Page 1 ID:078slfdWT6AncvP09cX7vdykzya-NhB4 DObKXBp85J13UjI4g8QNaMYxnE5gYHO5ry47vF -1-10-10 1 6-2-4 1-10-10 6-2-4 Scale=1:20.0 4 NAILED Oi NAILED 13 4.95 ,2 ' I NAILED NAILED 4x6 12 3 � 1 2 .r I• 111 111 ,1 1111111'Ill1 -'411111 14 15 NAILED NAILED NAILED NAILED 5 4x8 II I 6-2-4 6-2-4 Plate Offsets(X,Y)-. 12:0-3-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.15 5-10 >489 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.15 5-10 >498 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) -0.06 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MP Weight:26 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 oc bracing. SLIDER Left 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 4=114/Mechanical,2=264/0-7-12,5=28/Mechanical Max Horz 2=168(LC 12) Max Uplift 4=-150(LC 12),2=-273(LC 8),5=-65(LC 12) Max Gray 4=123(LC 43),2=264(LC 1),5=69(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-502/308 NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Comer(3)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 4,273 lb uplift at joint 2 and 65 lb uplift at joint 5. 6)"NAILED"indicates 3-10d(0.148'x3")or 2-12d(0.148'x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-6=-10 Concentrated Loads(Ib) Vert:12=57(F=28,B=28)14=31(F=16,B=16)15=2(F=1,6=1) 1111.1111.mil a 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 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 MiTek' 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 ANSIITPI1 Quality Criteria,DSB-59 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 Job Truss Truss Type Qty Ply T12846603 1292854 HJ5 Diagonal Hip Girder 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,,lnc. Fri Dec 29 10:28:31 2017 Page 1 I D:078slfd WT6AncvP09cX7vdykzya-ruISBZOD5rJgIFuUdBE_d 1 gg2zk2gEUEvC 1 xdHy47vE -1-10-10 7-0-14 1-10-10 7-0-14 Scale=1:21.8 4 ►i� Ia NAILED NAILED 4.95 12 13 NAILED NAILED r` c5 4x6 c5 A 12 2 �f ' 1 10101111111.111 I I 14 15 11111 . NAILED NAILED 5 5x8 II NAILED NAILED 7-0-14 7-0-14 Plate Offsets(X,Y)— f2:Edoe,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.34 5-10 >250 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.33 5-10 >258 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(CT) -0.09 4 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-MS Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 4=139/Mechanical,2=287/0-7-12,5=38/Mechanical Max Horz 2=186(LC 12) Max Uplift 4=-169(LC 12),2=-338(LC 8),5=-87(LC 9) Max Gray 4=139(LC 1),2=287(LC 1),5=83(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-346/324 NOTES- (8) 1)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Comer(3)zone;porch left exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 169 lb uplift at joint 4,338 lb uplift at joint 2 and 87 lb uplift at joint 5. 6)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,5-6=-10 Concentrated Loads(Ib) Vert:12=57(F=28,B=28)14=31(F=16,B=16)15=2(F=1,B=1) � t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. �1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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' 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 ANSIJTPI1 Quality Criteria,D5B-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 Job Truss Truss Type Qty Ply T12846604 1292854 T01 Hip Girder 2 1 Job Reference(oationall Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:33 2017 Page 1 ID:078slfd Wr6AncvP09cX7vdykzya-nGsDcFOTdSaO?Y1 ticHSiSlyjnKX801XMVWJ2h9y47vC -1-4-0 I 5-0-0 10-3-0 15-6-0 20-6-0 121-10-0 1-4-0 5-0-0 5-3-0 5-3-0 5-0-0 1-4-0 Scale=1:38.3 4x10 MT2OHS = NAILED 4x10 MT2OHS= Special NAILED NAILED 2x4 II NAILED NAILED Special 4 22 23 5 24 25 6 nn nn # nn nn 7.00 12 4x6 4x6 0 3 7 2 0 1 8 9h 13 26 27 12 28 11 29 10 3x8 II 2x4 II NAILED NAILED 3x8= 3x6 = NAILED 2x4 II 3x8 II Special NAILED NAILED Special I 5-0-0 I 10-3-0 I 15-6-0 I 20-6-0 I 5-0-0 5-3-0 5-3-0 5-0-0 Plate Offsets(X,V)- 12:0-4-11,0.0-71,14:0-7-8,0-2-01,16:0-7-8,0-2-01,18:0-4-1 1,0-0-71 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 0.84 Vert(LL) 0.23 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.19 10-12 >999 180 MT2OHS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(CT) -0.08 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-12 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=1083/0-5-8,8=1083/0-5-8 Max Horz 2=100(LC 10) Max Uplift 2=-1020(LC 12),8=1020(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=1515/1772,45=1791/2205,5-6=1791/2205,6-8=1515/1772 BOT CHORD 2-13=-1395/1240,12-13=-1398/1242,10-12=1379/1243,8-10=1375/1240 WEBS 4-12=-801/689,5-12=-556/615,6-12=-802/689 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., 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 MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1020 lb uplift at joint 2 and 1020 lb uplift at joint 8. 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 402 lb up at 5-0-0,and 188 lb down and 402 lb up at 15-6-0 on top chord,and 78 lb down and 165 lb up at 5-0-0,and 78 lb down and 165 lb up at 15-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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(ptf) Vert:1-4=54,4-6=-54,6-9=-54,14-18=10 ` ,ontiaued on nage 2 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Wield!)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 ANSI/TPD Quality Criteria,DSB-89 and BCSI Building Component 690.4 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 T12846604 1292854 T01 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:33 2017 Page 2 ID:O78slfd WT6AncvPO9cX7vdykzya-nGsbcFOTdSaO?Y1 ticHSiSlyjnKX801XMW W2h9y47vC LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:4=118(F)6=118(F)13=-44(F)12=-20(F)5=-56(F)10=44(F)22=56(F)23=-56(F)24=56(F)25=-56(F)26=-20(F)27=-20(F)28=-20(F)29=-20(F) 4 I a 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 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' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PII 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 Job Truss Truss Type Qty Ply • T12846605 1292854 T02 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl?2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:33 2017 Page 1 I D:078slfd WT6AncvP09cX7vdykzya-nGsDcFQTdSaO?Y 1 tIcHSiSl1 UnR1876XMW W2h9y47vC -14-0 I 7-0-0 13-6-0 20-6-0 121-10-0 1-4-0 7-0-0 6-6-0 7-0-0 1-4-0 Scale=1:38.2 4x8= 4x6 = 4 5 1 4 7.00 Eli - 2 2 4x6 i 4x6 3 6 2 7 3x8 II 2x4 II 3x6 3x4= 3x8 II 7-0-0 13-6-0 I 20-6-0 7-0-0 6-6-0 7-0-0 Plate Offsets(X,Y)— 12:0-4-15,Edgel,14:0-5-8,0-2-01,15:0.3-8,0-2-01,17:0-4-15,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.06 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 9-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=732/0-5-8,7=732/0-5-8 Max Horz 2=132(LC 10) Max Uplift 2=-188(LC 12),7=188(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=879/504,4-5=689/510,5-7=-879/504 BOT CHORD 2-11=-270/686,9-11=-270/689,7-9=-274/686 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l30mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 188 lb uplift at joint 2 and 188 lb uplift at joint 7. 7)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. / t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE W1.7473 rev.10/63/2015 BEFORE USE. hut 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 ANSIRPII Quality Criteria,D5B-89 and BCSI Building Component 6904 Parke East Blvd. Safety IMornation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712846606 • 1292854 T03 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,inc. Fri Dec 29 10:28:34 2017 Page 1 ID:078slfdWT6AncvP09cX7vdykzya-FTObpbR5Omi cic3lKohEglHpBIWIZogbAFbEcy47vB -1-4-0 I 5-2-3 I 9-0-0 I 11-6-0 15-3-14 20-6-0 I 21-1" 1-4-0 5-2-3 3-9-14 2-6-0 3-9-13 5-2-2 1-4-0 4x6 = Scale=1:41.4 4x8 = 5 6 � <7 7.00 12 2x4 2x4 4 7 V ' 4x6 4x6 3 8 2 e 1 9 d, ,a Id .t 12 13 11 3x8 II 3x8= 3x8 3x4 = 3x8 II 1 9-0-0 I 11-6-0 20-6-0 9-0-0 2-6-0 9-0-0 Plate Offsets(X,V)— 12:0-4-15,Edae1,15:0-3-0.0-1-121,16:0-5-8,0-2-01.19:0-4-15,Edoel 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 0.24 Vert(LL) -0.11 11-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.17 11-20 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.16 Horz(CT) 0.02 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=732/0-5-8,9=732/0-5-8 Max Horz 2=-163(LC 10) Max Uplift 2=200(LC 12),9=-200(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-905/532,4-5=-737/473,5-6=-667/455,6-7=-737/473,7-9=-905/532 BOT CHORD 2-13=324/730,11-13=161/582,9-11=330/730 WEBS 4-13=-293/222,7-11=-294/222 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 200 lb uplift at joint 2 and 200 lb uplift at joint 9. 7)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 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846607 1292854 T04 Common 20 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:35 2017 Page 1 ID:078slfdWr6AncvP09cX7vdykzya-jf zlxSj94g6EsBFslJwntrSPb3?c?iggq?9m2y47vA -1-4-0 5-3-4 10-3-0 15-2-12 20fi-0 I21-10-0 I 1-4-0 5-3-4 4-11-12 4-11-12 5-3-4 1-4-0 4x8= Scale=1:42.5 5 7.00 12 2x4 2x4 �i 4 6 ♦4 �1 • 4x6 i 4x6 3 7 241/1. ` 6 • o � 0 + l 9 d .t 11 lege 10 .t 3x8 II 3x8 = 3x6 3) II I 10 3 0 I 20-6-0 I 10-3-0 10-3-0 Plate Offsets(X,Y} [2:0-4-15,Edge],[8:0-4-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.21 11-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(CT) 0.03 8 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 8=732/0-5-8,2=732/0-5-8 Max Horz 2=-182(LC 10) Max Uplift 8=-206(LC 13),2=-206(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-924/529,4-5=-747/435,5-6=-747/435,6-8=-924/529 BOT CHORD 2-11=-324/780,8-11=329/750 WEBS 5-11=-226/468,6-11=-340/265,4-11=-340/265 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 206 lb uplift at joint 8 and 206 lb uplift at joint 2. 6)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. � 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. pill 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 e, �a fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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 Job Truss Truss Type Qty Ply T12846608 • 1292854 T05 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,inc. FP Dec 29 10:28:36 2017 Page 1 I D:078 slfd W r6AncvPO9cX7vdykzya-C rYLEH S MwNyzsOm SQIg9K5Nct_S RLTbz2 Ukil Uy47v9 -1-4-0 4-4-0 8-4-8 12-1-8 16-2-0 20.6-0_ 1-4-0 4-4-0 4-0-8 3-9-0 4-0-8 4-4-0 1-4-0 Scale=1:38.2 4x6 = 4x8 = 5 6 7.00 12 2x4 2 4 7 r 4x6 4x8 3 __8 2 ` a1 of / l : x49ioi: 3x8 II 3x8= 3x6 3x4 = 3x8 II 8-4-8 12-1-8 20-6-0 8-4-8 3-9-0 8-4-8 Plate Offsets(X,Y)— 12:0-4-15,Edge).15:0-3-0,0-1-121,16:0-5-8,0-2-01,19:0-4-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.09 11-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 11-20 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:115 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=732/0-5-8,9=732/0-5-8 Max Horz 2=153(LC 11) Max Uplift 2=-197(LC 12),9=-197(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=919/549,4-5=760/480,5-6=-664/468,6-7=-760/480,7-9=919/549 BOT CHORD 2-13=346/747,11-13=192/611,9-11=354/747 WEBS 4-13=-269/197,7-11=-269/197 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 197 lb uplift at joint 2 and 197 lb uplift at joint 9. 7)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. Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE*111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 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 ANSIITPII 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 Job Truss Truss Type Qty Ply ' T12846609 1292854 T06 Hip 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:37 2017 Page 1 ID:078slfdWr6AncvPO9cX7vdykzya-g26kSdT_hh4gTALe_SLOsIweaOpa4x17H8UFgxy47v8 -1-4-0 I 6-4-8 I 14-1-8 I 20-6-0 I21-10-0 { 1-4-0 6-4-8 7-9-0 6-4-8 1-4-0 Scale=1:38.2 4x8 = 4x6 = 4 5 01 7.00 12 0 0 4 4x6 i 4x6 4 3 6 27 11 g 141 0 . 8 Id 11 10 9 3x8 I I 2x4 II 3x6 = 3x4= 3x8 II I 6-4-8 I 14-1-8 I 20-6-0 6-4-8 7-9-0 6-4-8 Plate Offsets(X,Y)— f2:0-4-15,Edgel,14:0-5-8,0-2-01,15:0-3-8,0-2-01.f7:0-4-15,Edqel 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 0.85 Vert(LL) -0.07 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.12 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.03 7 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:100 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-9 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=732/0-5-8,7=732/0-5-8 Max Horz 2=122(LC 11) Max Uplift 2=-183(LC 12),7=183(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24=903/520,4-5=-719/518,5-7=-903/520 BOT CHORD 2-11=-297/716,9-11=-295/719,7-9=301!716 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 lb uplift at joint 2 and 183 lb uplift at joint 7. 7)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. t it Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IAII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekSi connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPI1 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T128.46610 • 1292854 T07 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries„Inc. Fri Dec 29 10:28:39 2017 Page 1 ID:078slfd Wi6AncvP09cX7vdykzyacQEUsIVEDI KXjTV05tOsxj?3LCNMYItPkSzMvpy47v6 -1-4-0 4-4-8 10-3-0 16-1-8 20-6-0 121-10-0 1-4-0 4-4-8 5-10-8 5-10-8 4-4-8 1-4-0 Scale=1:38.2 408 = NAILED 2x4 INAILED 4x8 3 4 18 5 7.00 12 o o_ d 2 6 e I I } I nn inn Id 11 10 9 19 20 8 5x8 II 2x4 3x8= 4x6 = HTU26 2x4 I I 5x8 II NAILED NAILED 4-4-8 10-3-0 16-1-8 20-6-0 4-4-8 5-10-8 5-10-8 4-4-8 Plate Offsets(X,Y)- 12:Edae,0-0-151.12:0-0-9,0-4-151,(2:0-0-4,0-0-81,(3:0-5-8,0-2-01,15:0-5-8,0-2-01,16:0-0-4,0-0-81,16:0-0-9,0-4-15L 16:Edae,0-0-151 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 0.51 Vert(LL) 0.13 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.17 8-10 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.49 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=900/0-5-8,6=1094/0-5-8 Max Horz 2=91(LC 10) Max Uplift 2=319(LC 9),6=-547(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1217/772,3-4=-1839/1266,4-5=-1839/1266,5-6=-1643/1170 BOT CHORD 2-11=-539/999,10-11=535/996,8-10=-895/1374,6-8=-888/1359 WEBS 3-10=-638/988,4-10=-374/312,5-10=-353/553,5-8=-166/322 NOTES- (11) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 319 lb uplift at joint 2 and 547 lb uplift at joint 6. 7)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 13-6-12 from the left end to connect truss(es)to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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(pH) Vert:1-3=-54,3-5=-54,5-7=-54,12-15=-10 nntintLed nn nane 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and 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 • Job Truss Truss Type Oty Ply T12846610 1292854 T07 Hip Girder 2 1 Job Reference(optional) Builders FirstSource Jacksonville,Fl 32244 • 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:39 2017 Page 2 ID:O78sIfd W f 6AncvPO9cX7vdykzya-c0 E UsIVEDI IOGT V05tOsxj?3LCNMYItPkSzMvpy47v6 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:5=-38(F)8=-14(F)18=-39(F)19=-424(F)20=-14(F) I A 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NMI 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 ANSVTPI1 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 Job Truss Truss Type Qty Ply T12846611 • 1292854 TO8 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTe} Industries,inc. Fri Dec 29 10:28:39 2017 Page 1 ID:078slfd WT6AncvP09cX7vdykzya-cQEUsI VEDIKXjTV05t0sxj?5MCU3YrAPkSzMvpy47v6 -1-4-0 6-9-0 I 13-6-0 1-4-0 6-9-0 6-9-0 4x6 = Scale=1:29.8 4 7.00 12 4x6 3x4 341111 5 2 110 &Ill' 6 d, is i! fat 2x4 II 3x8 I I 3x8 I I 6-9-0 13-6-0 6-9-0 6-9-0 Plate Offsets(X,Y)— (2:0 4 15,Edael.f6:0-3-8,Edael 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 0.45 Vert(LL) -0.06 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 • Rep Stress Ina YES WB 0.08 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:58 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 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 6=428/Mechanical,2=512/0-5-8 Max Horz 2=120(LC 9) Max Uplift 6=115(LC 13),2=-146(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24=513/304,4-6=-494/301 BOT CHORD 2-7=140/373,6-7=-140/373 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C; 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 6 and 146 lb uplift at joint 2. 7)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. t 1 ®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 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 ANSITPt1 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 Job Truss Truss Type Qty Ply T12846612 1292854 T09 Common 8 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:40 2017 Page 1 ID:078sIfdWT6AncvP09cX7vdykzya-4dns4eVs cSOKd4Dfav5UxYFocgAHIRZz6ivRGy47v5 -1-4-0 6-9-0 13-6-0 14-10-0 1-4-0 6-9-0 6-9-0 1-4-0 4x6 = Scale=1:30.6 4 /1 7.00 12 4x6 i 4x6 5 3 2 14161P 6 cn9I 7 d 8 3x8 I I 2x4 I I 3x8 I I I 6-9-0 I 13-6-0 I 6-9-0 6-9-0 Plate Offsets(X,Y)— 12:0-3-8,Edoel,f6:0-4-15,Edael 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 0.40 Vert(LL) -0.06 8-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 8-15 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.02 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:61 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 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x6 SP No.2 1-6-0 REACTIONS. (lb/size) 2=508/0-5-8,6=508/0-5-8 Max Horz 2=127(LC 11) Max Uplift 2=-146(LC 12),6=-146(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 24=508/294,4-6=-508/294 BOT CHORD 2-8=95/371,6-8=-95/371 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;End., 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 146 lb uplift at joint 2 and 146 lb uplift at joint 6. 6)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. 4 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 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 M iTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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,Alexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply TI2846613 • 1292854 T10 GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI 32244 8.130 s Sep 15 2017 MiTek Industries,Jnc. Fri Dec 29 10:28:42 2017 Page 1 I D:O78slfd WT6AncvP09cX7vdykzya-0?vd V10(6VDi6axEbm?xZZMdYnPXMIC2sRQBOW8y47v3 -1-4-0 6-9-0 13-6-0 14-10-0 1-4-0 6-9-0 6-9-0 1-4-0 4x6 = Scale=1:30.6 4 2x4 II /1 2x4 II 2x4 II r V 254 II 4x8 2x4 1I • V 2x4 II 7.00 12 4x8 3 r V 5 4111111111 2 n d1 0 0 0 00 0 0 0 7 lb ♦������♦ r 2x4 3110 32 ������������♦ 5x12 II 2x4 II 2x4 I 2x4 II 2x4 II 2x4 II 5x12 II 2x4 II 12 11 9 8 3-5-0 { 6-9-0 10-1-0 13-6-0 3-5-0 3-4-0 3-4-0 3-5-0 Plate Offsets(X,Y)— f2:0-5-8,Edge1,f6:0-5-8,Edgel 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 0.63 Vert(LL) -0.01 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.02 10 >999 180 BCLL 0.0 ' Rep Stress Inc- NO WB 0.07 Horz(CT) -0.00 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:90 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. All bearings 3-8-8 except(jt=length)11=0-3-8,9=0-3-8. (Ib)- Max Horz 2=-148(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2 except 6=-100(LC 13),12=-259(LC 42),8=252(LC 43),11=103(LC 8),9=-104(LC 9) Max Gray All reactions 250 lb or less at joint(s)2,6,11,9,2,6 except 12=286(LC 30),8=286(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 2-12=-125/258,11-12=125/258,10-11=125/258,9-10=-125/258,8-9=-125/258, 6-8=125/258 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 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)2,2 except(jt=lb) 6=100,12=259,8=252,11=103,9=104,6=100. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down and 69 lb up at 5-3-12,and 20 lb down and 69 lb up at 6-9-0,and 20 lb down and 69 lb up at 8-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard j',ontvued on Daae 2_ WARNING-Verity 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 MI—Feld/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 chord members only. Additional temporary and permanent bracing Mils e k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII 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 Job Truss Truss Type Qty Ply T12846613 1292854 T10 GABLE 2 1 Job Reference(oational) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:42 2017 Page 2 ID:O78slfd Wf6AncvPO9cX7vdykzya-0?vdVKX6VDi6axEbm?xZZMdYnPXMIC2sROBOW8y47v3 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-7=-54,23-27=10 Concentrated Loads(Ib) Vert:10=20(B)31=20(B)32=20(B) 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE x-7473 rev.10/03/2015 BEFORE USE. Mit 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Bhp, 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 T12846614 • 1292854 T11 GABLE 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,,)nc. Fri Dec 29 10:28:43 2017 Page 1 I D:078slfd WT6AncvP09cX7vdykzya-UCT?igYIGXgzB5ooKjSo6ZAprpuKUfM?f4xa2ay47v2 -1-4-0 4-7-12 9-3-8 10-7-8 1-4-0 4-7-12 4-7-12 1-4-0 Scale:12'=1' 4x6 = 4 2x4 2x4 7.00 12 2x4 2z4 3x4 i 3x4 5 3 — — ` 2 1 2x4 II 2x4 II B 2x4 II 2x4 II 2x4 I I 3x6 I I 3x6 II 4-7-12 9-3-8 4-7-12 4-7-12 Plate Offsets(X,Y)- 12:0 1-8,0 081,16:0 2-15,0 0 81 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 0.22 Vert(LL) 0.02 8-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 8-19 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017fTP12014 Matrix-MS Weight:54 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 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 REACTIONS. (Ib/size) 2=373/0-3-8,6=373/0-3-8 Max Horz 2=118(LC 10) Max Uplift 2=-191(LC 12),6=-191(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-278/515,4-6=-278/515 BOT CHORD 2-8=-317/225,6-8=-317/225 WEBS 4-8=-322/139 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=191,6=191. 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. / 1 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WWI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke 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 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 Job Truss Truss Type Qty Ply T12846615 1292854 T12 Common 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI,322448.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:44 2017 Page 1 ' ID:078slfdWT6AncvP09cX7vdykzya-zOlNwOZN1rygpEN_uQz2enLbDDZD6b8ukg7a1y47v1 -1-4-0 I 4-7-12 I 9-3-8 I 10-7-8 1-4-0 4-7-12 4-7-12 1-4-0 Scale:12'=1' 4x6= 7.00 12 3x4 i 3x4 5 3 d11 2i. _ li 7 8 308 II 2x4 I I 3x6 I I I 4-7-12 I 9-3.8 I 4-7-12 4-7-12 Plate Offsets(X.Y)— 12:0-1-8,0-0-81,16:0-2-15,0-0-81 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 0.22 Vert(LL) 0.02 8-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 8-15 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:44 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 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 2=373/0-3-8,6=373/0-3-8 Max Horz 2=-94(LC 10) Max Uplift 2=135(LC 9),6=-135(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-278/515,4-6=-278/515 BOT CHORD 2-8=317/225,6-8=-317/225 WEBS 4-8>322/139 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;End., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=135,6=135. 6)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. / t INIMEM a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PAN-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,MB-89 and BCSI Building Component 8904 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 712846616 • 1292854 T13 Common 6 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,enc. Fri Dec 29 10:28:44 2017 Page 1 ID:078slfdWr6AncvP09cX7vdykzya-z01 NWOZN1 rygpEN_uQz2enj_ODDND6Z8ukg7aly47v1 -1-4-0 4-7-12 I 9-3-8 1-4-0 4-7-12 4-7-12 4x8= Scale=1:23.1 4 7.00 12 3. 4 3x4 3 _ 6 2 11/11. _ ,I 1dr 1 2x4 I 3x6 I I 3x6 II 4-7-12 I 9-3-8 I 4-7-12 4-7-12 Plate Offsets(X,Y)— 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 0.24 Vert(LL) 0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.02 7-10 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.07 Horz(CT) -0.01 2 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:41 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 9-4-6 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0,Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 6=292/0-3-8,2=379/0-3-8 Max Horz 2=87(LC 9) Max Uplift 6=-121(LC 8),2-136(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=287/530,4-6=-288/528 BOT CHORD 2-7=-370/236,6-7=-370/236 WEBS 4-7=-331/141 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 6=121,2=136. 6)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 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based ony upon parameters shown,and is for an individual building component,not 11111 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846617 1292854 T14 Half Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,FI X2244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:45 2017 Page 1 I D:078sIfd Wr6AncvP09cX7vdykzya-Rab17 MZ?o84hROyAS8VHB_F76dXQyWg170Qg6Ty47v0 -1-4-0 I 5-0-0 9-3-8 1-4-0 5-0-0 4-3-8 4x8= Scale:1/2"=1' NAILED NAILED NAILED 2x4 II 4 12 13 5 `>: I I 1 1 7.00 12 3x4 3 2 M■ 1 14 15 7 NAILED 3x8 II 2x4 II 6x8=6 NAILED NAILED 5-0-0 9-3-8 5-0-0 4-3-8 Plate Offsets(X,Y)— [2:0-4-15,Edge],[4:0-5-8,0.2-0] 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 0.37 Vert(LL) 0.05 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.05 7-10 >999 180 BCLL 0.0 * Rep Stress Ina NO WB 0.20 Horz(CT) 0.02 2 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-MS Weight:50 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 2=433/0-3-8,6=464/0-3-8 Max Horz 2=130(LC 12) Max Uplift 2=-226(LC 12),6=-484(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-353/538 BOT CHORD 2-7=531/301,6-7=-545/305 WEBS 4-7=-321/214,4-6=366/669 NOTES- (8) 1)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;porch left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=226,6=484. 6)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(ptf) Vert:1-4=-54,4-5=-54,6-8=10 Concentrated Loads(Ib) Vert:4=-56(F)7=-20(F)12=-56(F)13=-62(F)14=-20(F)15=-21(F) MIME 1 I A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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,Alexandra.VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply 712846618 1292854 T15 Common 4 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:46 2017 Page 1 ID:O78sIfd WT6AncvPO9cX7vdykzya-vm97KiadZSCY2YXN?rOWkCoJvOuFh?7RL29Efvy47v? -1-4-0 i 5-8-12 I 11-5-8 1-4-0 5-8-12 5-8-12 4x6= Scale=1:26.7 4 7.00 12 4x6 i 53.4 43I4I6 ,a 1 Y 8 C/ 7 2x4 II 3x6 I I 3x6 I I I 5-8-12 I 11-5-8 5-8-12 5-8-12 Plate Offsets(X,Y)— 12:0-3-3,0-0-31,16:0-2-4,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:50 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 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 1-6-0,Right 2x4 SP No.3 1-6-0 REACTIONS. (lb/size) 6=362/Mechanical,2=447/0-5-8 Max Horz 2=104(LC 9) Max Uplift 6=-98(LC 13),2=-128(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=433/262,4-6=-418/259 BOT CHORD 2-7=-119/307,6-7=-119/307 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=130mph(3-second gust)Vasd=101mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp C;Enc., GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) 2=128. 7)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. / 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 Wei('building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MWTek` 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Aiexandna,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846619 1292854 T16 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:47 2017 Page 1 I D:O78slfd WT6AncvP09cX7vdykzya-NzjWY 1 bFKmKPgi67ZZXIGPLPoQ99QM WbahvnBMy47v_ -1-4-0 I 5-0-0 10-3-0 j 15-6-0 I 20-6-0 21-10-0 1-4-0 5-0-0 5-3-0 5-3-0 5-0-0 1-4-0 Scale=1:38.2 Speaal 4x8 — 2x4 II 4x8= NAILED 3 4 18 5 7.00 ITT ! I nn dd l)1 2 e t • I nn 6 7 1d 11 10 19 9 20 8 5x8 II 2x4 II 3x8= 4x6 = NAILED 2x4 II 5x8 II HTU26 Special 5-0-0 10-3-0 15-6-0 20-6-0 5-0-0 5-3-0 5-3-0 5-0-0 Plate Offsets(X,V)— 12:Edge,0-0-151.12:0-0-9,0-4-151,12:0-0-4,0-0-81,13:0-5-8,0-2-01,15:0-5-8,0-2-01,16:0-0-4,0-0-81,16:0-0-9,0-4-151,16:Edae,0-0-151 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 0.61 Vert(LL) 0.13 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.15 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 2=993/0-5-8,6=1154/0-5-8 Max Horz 2=-100(LC 10) Max Uplift 2=-441(LC 12),6=-727(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1373/957,3-4=-1918/1492,4-5=-1918/1492,5-6=-1696/1423 BOT CHORD 2-11=-686/1122,10-11=682/1120,8-10=1102/1406,6-8=-1095/1400 WEBS 3-10=-753/998,4-10=-355/309,5-10=-258/642,5-8=-163/261 NOTES- (12) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=130mph(3-second gust)Vasd=101 mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp C; 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=441,6=727. 7)Use Simpson Strong-Tie HTU26(20-10d Girder,11-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 11-6-4 from the left end to connect truss(es)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down and 402 lb up at 15-6-0 on top chord,and 78 lb down and 165 lb up at 15-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)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 nntit on nanw 9 fimam ' nii f a WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 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 hut 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 ANSV,PI1 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 Job Truss Truss Type Qty Ply T12846619 1292854 T16 Hip Girder 2 1 Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:47 2017 Page 2 ID:O78slfdWT6AncvPO9cX7vdykzya-NzjWy1 bFKmKPgi6777XIGPLPoQ99QMWbahvnBMy47v_ LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,5-7=-54,12-15=10 Concentrated Loads(Ib) Vert:5=-118(B)8=-44(B)18=-56(B)19=-444(B)20=-20(B) 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 9111-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI lake 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 ANSIITPII 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,Alexandra,VA 22314. Tampa,FL 36610 Job Truss Truss Type Qty Ply T12846620 1292854 TF01 FLOOR 2 q J Job Reference(optional) Builders FirstSource, Jacksonville,Fl 32244 8.130 s Sep 15 2017 MiTek Industries,Inc. Fri Dec 29 10:28:48 2017 Page 1 I D:078sIfdWT6AncvP09cX7vdykzya-r9GuINct53TGIsh17G2jdtdjgSV9mBkpLeLioy47uz 2-4-9 1 4-7-7 I 6-10-4 1 9-1-2 I 11-3-15 1 13-6-12 15-9-10 I 18-0-7 20-5-0 2-4-9 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-4-9 Scale=1:34.6 3x4 = 2x4 II 4x8= 2x4 II 3x4= 3x8 = 2x4 II 4x8 = 2x4 II 3x10 = 13x10 = 2 3 4 5 6 7 8 9 10 11 a O e O O { l � �e� ® e ® t ® -t.„1_„„,.,..„,_ \\lel , g20 19 18 17 16 15 14 13 12 2x6 II 5x12 = 2x4 II 5x14 MT2OHS = 2x4 I I 2x4 I I 4x8 = 2x4 II 5x12 = 2x6 I I I 2-4-9 1 4-7-7 1 6-10-4 I 9-1-2 1 11-3-15 1 13-6-12 1 15-9-10 1 18-0-7 1 20-5-0 I 2-4-9 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-2-13 2-4-9 Plate Offsets(X,V)- 118:0-6-12,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.45 16-17 >532 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.62 16-17 >387 240 MT2OHS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-MS Weight:290 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-20,3-20,3-18,5-18,6-15,9-15,9-13,11-13:2x4 SP No.2 REACTIONS. (lb/size) 21=3623/0-5-0,12=3623/0-5-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-3479/0,1-2=-6776/0,2-3=-6776/0,3-4=-15244/0,4-5=-15244/0,5-6=-16938/0, 6-8=15241/0,8-9=-15241/0,9-10=6770/0,10-11=6770/0,11-12=3479/0 BOT CHORD 20-21=0/293,19-20=0/11900,18-19=0/11900,17-18=0/16938,16-17=0/16938, 15-16=0/16938,14-15=0/11895,13-14=0/11895,12-13=0/293 WEBS 1-20=0/7151,2-20=-742/0,3-20=-5652/0,3-18=0/3689,4-18=-818/0,5-18=-2269/0, 6-15=-2271/0,8-15=-818/0,9-15=0/3691,9-13=-5654/0,10-13=742/0,11-13=0/7147 NOTES- (7) 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. 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 floor live loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)The Fabrication Tolerance at joint 7=20% 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) Vert:1-11=-350,12-21=10 / 1 will A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke,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 ANSITTPII 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,Alexandra,VA 22314. Tampa,FL 36610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3 " Centerplate on joint unless x, P y 1 N. offsets re indicted. y I (Drawings not to scale) Damage or Personal Injury MEMDimensions 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. O_ti1fi, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or altemative Tor I _EME C IlL111111M11 p bracing should be considered. 3. Never exceed the design loading shown and never ■ O ®1 O stack materials on inadequately braced trusses. O a , ill O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e C6-7 cs s designer,erection supervisor,property owner and plates 0- 1/1d'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 ANSUTPI 1. *Plate location details available in MiTek 20/20 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e 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 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. NI..* 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or after truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. i—Mil0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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, I pie l 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 August 10, 2010 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 I II I R MiTek USA,Inc. Page 1 of 1 =OD O Note:T-Bracing/I-Bracing to be used when continuous lateral bracing 0o is impractical. T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace/I-Brace MiTek USA,Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 2x4 or 2x6 or 2x8 10d 6"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace/I-Brace Web Size 1 2 (On Two Ply's Nail to Both Plies) 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Nails Brace Size t for Two-Ply Truss Specified Continuous t Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace k 2x6 2x6 T-Brace 2x6 I-Brace WEB — 2x8 2x8 T-Brace 2x8 I-Brace T-Brace/I-Brace must be same species t and grade (or better)as web member. T-BRACE Nails / Section Detail T-Brace X Web Nails Web I-Brace DEMI Nails FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY HIGH WIND1 I II I O MiTek USA,Inc. Page 1 of 1 =OD GENERAL SPECIFICATIONS 1 00 y� o 1.NAIL SIZE=3"X 0.131"=10d lul 2.WOOD SCREW=3"WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW MiTek USA,Inc. 3.INSTALL VALLEY TRUSSES(24"O.C.MAXIMUM)AND SECURE PER DETAIL A GABLE END,COMMON TRUSS 4.BRACE VALLEY WEBS IN ACCORDANCE WITH THE OR GIRDER TRUSS INDIVIDUAL DESIGN DRAWINGS. / 5.BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6.NAILING DONE PER NDS-01 7.VALLEY STUD SPACING NOT TO EXCEED 48"O.C. . _ .. 11 I, II II II 11 11 ;I ;1 ,, 1I11 „ I, 11 , II II 1I,, ,, % 14 II 11 II I„ II 1 ,, , I, II II II ; �, I 1 1, I, ,1 11 II ,I ,I I1, 1, ,1 II I ,1 I, '1 f 11 "1 ^ ,I I, I; I; II I ii i 11 �I II I III �, 1, 1, II il 4 LI • ,1 I I; iit BASE TRUSSES VALLEY TRUSS TYPICAL r . VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS P FIT OR GIRDER TRUSS :I ii li I `I` SEE DETAIL 111101111 A BELOW(TYP.) SECURE VALLEY TRUSS W/ONE ROW OF 10d WIND DESIGN PER ASCE 7-98,ASCE 7-02,ASCE 7-05 146 MPH NAILS 6"O.C. WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT=30 FEET ROOF PITCH=MINIMUM 3/12 MAXIMUM 6/12 \ i ATTACH 2x4 CONTINUOUS NO.2 SYP CATEGORY II BUILDING TO THE ROOF W/TWO USP WS3(1/4"X 3") EXPOSURE C WOOD SCREWS INTO EACH BASE TRUSS. WIND DURATION OF LOAD INCREASE:1.60 MAX TOP CHORD TOTAL LOAD=50 PSF MAX SPACING=24"O.C.(BASE AND VALLEY) 4MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES _....„..4.„_ SI"" DETAIL A (NO SHEATHING) N.T.S. JANUARY 28, 2015 LATERAL TOE-NAIL DETAIL ST-TOENAIL SP 1 I II I ® MiTek USA,Inc. Page 1 of 1 =11E NOTES: .TOENAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER , I o, AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 'o' EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 0 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA,Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW DIAM. SP DF HF SPF SPF-S 1 0 .131 88.0 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 VIEWS SHOWN ARE FOR ;o .162 108.8 99.6 86.4 84.5 73.8 ILLUSTRATION PURPOSES ONLY cn Z .128 74.2 67.9 58.9 57.6 50.3 SIDE VIEW 0 .131 75.9 69.5 60.3 59.0 51.1 (2x3) 2 NAILS N .148 81.4 74.5 64.6 63.2 52.5 ,- MNEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE-NAIL. 1• 1, NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. IM EXAMPLE: (3)-16d NAILS(.162"diam.x 3.5")WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: SIDE VIEW SIDE VIEW 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity (2x4) (2x6) 3 NAILS 4 NAILS MNEAR SIDE i NEAR SIDE 171 NEAR SIDE 1 NEAR SIDE IMPNEAR SIDE 1 NEAR SIDE i NEAR SIDE ANGLE MAY ANGLE MAY ANGLE MAY VARY FROM VARY FROM VARY FROM 30°TO 60° 30°TO 60° 30°TO 60° 45.00° 45.00° 71 ' 45.00° FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK I II i ® MiTek USA,Inc. Page 1 of 1 =EU TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, a 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3) 10d NAILS (0.131"x 3") (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x 3") ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3") NYN � BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE CHORD TACH TO VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TWO x R" RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS(.216"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD ,,,,..,.....? ° __ \ 01 F-4I —<4__ ij N.. / I \ USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0.131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2x6 ii 4-0-0 WALL BCKING STRONGBACK (TYPICAL SPLICE) (BY OTHERS) (313VMRS) , _,,,,,, iN;;,-.,;-%,--:>,-,;:t,.:. !...7,"77/7" WM," ;,ry-:ti-:•.;-::;.,!t:.-! ,---::,‘ ''!-':. S S S S g THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS (0.131"x 3")EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) STANDARD PIGGYBACK FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL ST-PIGGY-7-10 MiTek USA,Inc. I JII ® MAXIMUM WIND SPEED=REFER TO NOTES D AND OR E ��� MAX MEAN ROOF HEIGHT=30FEET 0. MAX TRUSS SPACING=24"O.C. 1 oo CATEGORY II BUILDING 1 oo EXPOSURE B or C ( q 11] DUCE [___Ur DURATION OF LOAD INCREASE:1.60 MiTek USA,Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN E WITH(2)0.131"X 3.5"TOE NAILED. IL B-BASE TRUSS,REFER TO MITEK TRUSS DESIGN DRAWING. C-PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24"O.C. A UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING.CONNECT TO BASE TRUSS WITH(2) 0.131"X 3.5"NAILS EACH. D-2 X X 4-0"SCAB,SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS,ATTACHED TO ONE FACE,CENTERED ONINTERSECTION,WITH(2)ROWS OF 0.131"X 3"NAILS @ 4.O.C.SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT.IN BOTH �`— DIRECTIONS AND: b� 1.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR I—lli�ii•* I�#IIIi\'. 2.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM •- 41\r/' PIGGYBACK SPAN OF 12 ft. ' E-FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH '. MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT C 72"O.C.W/(4)0.131"X 1.5"PER MEMBER.STAGGER NAILS FROM '< OPPOSING FACES.ENSURE 0.5"EDGE DISTANCE. (MIN.2 PAIRS OF PLATES REO.REGARDLESS OF SPAN) B D � R A4�� WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: .� i ;: I REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On \� �L.'. RI\ PLATES AS SHOWN,AND INSTALL PURLINS TO BOTTOM EDGE OF BASE M� \� I I'. TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE \`�\I` % 1 TRUSS MITEK DESIGN DRAWING. �iI` ,��i� SCAB CONNECTION PER N� l�`...'• NOTE NOTED ABOVE N. - Nk� r ''% '' 101 \\This sheet is provided as a Piggyback connection \�� FOR ALL WIND SPEEDS,ATTACH MITEK 3X6 20 GA NaiI-On PLATES TO detail only.Building Designer is responsible for all ����/� EACH FACE OF TRUSSES AT 48"O.C.W/(4)0.131"X 1.5"PER MEMBER. permanent bracing per standard engineering practices or 4 \ and STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5"EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED EXTEND THROUGH BOTTOM CHORD TO CAP TRUSS REQUIRING A VERTICAL WEB: OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE,GRADE,AND MUST LINE UP W AS SHOWN IN DETAIL. 2) ATTACH 2 x x 4-0"SCAB TO EACH FACE OF re TRUSS ASSEMBLY WITH 2 ROWS OF 10d(0.131"X 3")NAILS SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS(@1.15). REVIEW iiil BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS -• GREATER THAN 4000 LBS. iPre 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. FEBRUARY 14, 2012 Standard Gable End Detail ST-GE130-001 L ll ® MiTek USA,Inc. Page 1 of 2 =OD Typical_x4 L-Brace Nailed To 2x Verticals W/10d Nails,6"o.c. Vertical Stud ==i I Vertical Stud (4)-16d Common ` DIAGONAL . Wire Nails , ` BRACE .. ` ...,__ MiTek USA, Inc. 16d Common ` Wire Nails SECTION B-B h� Spaced 6"D.C. DIAGONAL BRACE —�,�� 4'-0"O.C.MAX �' 2x6 Stud or iiiiiiii TRUSS GEOMETRY AND CONDITIONS (2)-10d Common ����Wire Nails into 2x6 in \ 2x4 No.2 of better 44SHOWN ARE FOR ILLUSTRATION ONLY. r Typical Horizontal Brace • Nailed To 2x_Verticals 12 SECTION A-A W/(4)-10d Common Nails dil liklihit Varies to Common Truss 2x4 Stud pr Awr iiii/iiiitz//i/i/z/i/iiA: y SEE INDIVIDUAL MITEK ENGINEERINGiii PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2)-10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH - ���N� 3x4= (5)-10d COMMON WIRE NAILS. tau �1 (4)-8d NAILS MINIMUM,PLYWOOD �II/II/��III���IV����AFM/ANM= SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin. NOTE: _ 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. :�s���V 5•5 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WA WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1 -3 (2)-190' 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. // �� 10d NAILS ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT ♦ (2) BRACING OF ROOF SYSTEM. / 4SP 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C.5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF j .1 / -s @ 24" o.c. /Trus DIAPHRAM AT 4'-0"O.C. 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A .♦♦ / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL • BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 7x6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS U240. at 1/3 polnt /COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR if needed - TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-0-7 4-3-2 6-0-4 8-0-15 12-1-6 2x4 SPF Std/Stud 16"O.C. 3-7-0 3-8-4 5-2-10 7-1-15 10-8-15 2x4 SPF Std/Stud 24"O.C. 2-11-1 3-0-2 4-3-2 5-10-3 8-9-4 * Diagonal braces over 6-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with Sin minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 130 MPH ASCE 7-10 160 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 MiTek USA,Inc. Page 2 of 2 =ED ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD OO Trusses @ 24" o.c. Llii - 0 HORIZONTAL BRACE (SEE SECTION A-A) 2x6 DIAGONAL BRACE SPACED 48"O.C. ATTACHED TO VERTICAL WITH(4)-16d COMMON WIRE NAILS AND ATTACHED MiTek USA, Inc. Roof Sheathing TO BLOCKING WITH(5)-10d COMMONS. :: 3illy 5 I-3" Max. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR 1 THE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS I� oil, 2X 4 TRUSSS WITH TWO I6d NAILS EACH.TO FASTENED TO RESIUR PURE N �� 1. TO BLOCKING W/TWO 16d NAILS(MIN) Diag. Brace �•. PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES at 1/3 points �) SUPPORTING THE BRACE AND THE TWO TRUSSES I if needed *� ON EITHER SIDE AS NOTED. TOENAIL BLOCKING B �. TO TRUSSES WITH(2)-10d NAILS AT EACH END. !�� _, �I (5)T10d COMMON WIRE NAILSS BLOCKING WITH End Wall T,�►�mi '�� CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: STRUCTURAL METHOD 1 :ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLE TRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. J1i METHOD 2:ATTACH 2X SCABS TO THE FACE OF EACH VERTICALSCAB ALONG MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICALNAILING SCHEDULE.SCABS ARE TO BE OF THE SAME SIZE,GRADEAND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: -FOR WIND SPEEDS 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)OR LESS,NAIL ALLMEMBERS WITH ONE ROW OF 10d(.131"X 3")NAILS SPACED 6"O.C. -FOR WIND SPEEDS GREATER 120 MPH(ASCE 7-98,02,05),150 MPH(ASCE 7-10)NAIL ALL MEMBERS WITH TWO ROWS OF 10d(.131"X 3")NAILS SPACED 6"O.C.(2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE ' VALID AND ARE TO BE FASTENED TO THE SCABS OR INLAYED STUD VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. STRUCTURAL �►' AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM K. GABLE TRUSS , ._,� �,� CHORD TO RESIST ALL OUT E PLANE LOADS.THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. .s C a - !, NOTE:THIS•DETAIL IS TO BE USED ONLY FOR _` STRUCTURAL GABLES WITH INLAYED / dill: STUDS.TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / STANDARD I All ,.. GABLE TRUSS �,Nlll / ■ eve TECHNICAL BULLETIN April 2010 t by Weyerhaeuser Bulletin TB-300 Multiple-Member Connections for Side-Loaded Beams with Concentrated Loads Table 1: Maximum Concentrated Load Applied to Beam - Bolt or Nail Connection (Ibs)t11 Hanger 1/200 or 3/4"Ø Boltst3l(4) 16d(0.148"x 31/4")Nails Beam Configuration Bolt #Bolts #Nails Type Diameters�1 2 4 6 8 6 12 18 24 0.5 2,100 4,200 6,300 8,400 s> st tsi (s) 3-ply 13/4"' h` FACE 2,125 4,250 6,370 8,495 (5'/4""Beam) _ 0.75 3,060 6,120 9,180 12,240 TOP 0.5 760 1,525 2,285 3,050 1,060(6) 2,125(6) 3,185(6) 4,250(6) Wig.. _ 0.75 930 1,860 2,790 3,720 c NV 3'/2"+13/4"' FACE --- --- --- --- (5'/4"Beam) 0.5 1,050 2,100 3,150 4,200 TOP 1,060 2,125 3,185 4,250 0.75 1.530 3,060 4,590 6.120 0 5 2,100 4,200 6,300 8,400 31/2"+13/4' , - FACE I (sl (sl cs> cs> (5'/4" Beam) . TOP 2,125 4,250 6,370 8,495 0.75 3,060 6,120 9,180 12,240 0.5 1,400 2,800 4,200 5,600 f i FACE -- 4-ply 13/4" t 0.75 2,040 4,080 6,120 8,160 (7" Beam) f, TOP 0.5 675 1,355 2,030 2,710 --- --- --- --- 0.75 825 1,655 2,480 3,305 £ 'fir FACE 0.5 2,800 5,600 8,400 11,200 2,830(5) 5,665°1 8,495(5) 11,330`5) 2-ply 13/4"+ 31/2" z 0.75 5,025 10,050 15,070 20,095 (7"Beam) 0.5 935 1,865 2,800 3,735 el el sl et TOP 945 1,890 2,830 3,775 i , ' 4 0 75 1,360 2,720 4,080 5,440 } 0.5 1,720 3.440 5,160 6,880 2-ply 31/2"' ., FACE/ (7"Beam) i * , TOP 1 0.75 2,480 4,960 7,440 9,920 2-ply 10.5 1,015 2,030 3,050 4,065 3/4'+3'/2" , �: FACE I (7"Beam) TOP 0.75 1,240 2,480 3,720 4,960 0.5 1,720 3.440 5,160 6,880 ,„„,,l FACE 2-ply 13/4"+ 31/2"" 0.75 2,480 4.960 7,440 9,920 (7"Beam) r >E 0.5 675 1.355 2,030 2,710 } TOP --- 0.75 825 1.655 2,480 3,305 e 0.5 2,800 5,600 8,400 11,200 5'/4"+1%" FACE/ (7"Beam) TOP 2,830(5) 5,665(5) 8,495(5' 11.330'5' 0.75 5,025 10,050 15,070 20,095 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Washers required.Bolt holes to be 9/16"maximum for''/2"bolts, 13/16"maximum for 3/4"bolts. 3. Minimum end distance for bolts is 6". 4. Drilling bolt holes reduces the section of the beam and thus the load capacity of the supporting member.Shear and moment capacity of the beam must be checked at the location of each row of bolts. 5. Number of required nails shown must be installed from side opposite hanger. 6. Number of required nails shown must be installed from hanger side.Additionally,install half the number of required nails from side opposite hanger. Page 1 of 8 w CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com ))Weyerhaeuser,)Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All rights reserved. ■ V TECHNICAL BULLETIN April 2010 by Weyerhaeuser Bulletin TB-300 Table 2A: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (lbs)t11 Fastener Type Hanger Wood USP WS Simpson SDS Beam Configuration Screw Type Length #Screws #Screws 2 4 6 8 2 4 6 8 1 I ' FACE(3) 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 3-ply 13/4" (51/4"Beam) TOP(2) 3Y" 720 1,435 2,155 2,870 1,020 2,040 3,060 4,080 FACE 3W" 311/2"+13/4" (51/4"Beam) TOP(4) 3W 720 1 435 2,155 2,870 1,020 2,040 3,060 4,080 r 31/2"+11/2" FACE I 3W 1,435 2,870 4,305 5,740 2,040 4,080 6,120 8,160 (51/2"Beam) TOP(3) 4-ply 13/4" ' f FACE(2) 6"''' 1,055 2.110 3,165 4,220 1,360 2.720 4,080 5,440 (7"Beam) 1 r 1 I 1' TOP(2) 6"(5) 705 1.405 2,110 2,810 905 1,815 2,720 3,625 -. FACE(3) - 3W 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 2-ply 13/4"+31/2" , 6"(5) 2,110 4,220 6,325 8,435 2,720 5,440 8,160 10,880 (7"Beam) TOP(2) 3W 640 1,275 1,915 2,550 905 1,815 2,720 3,625 -- 6"'S 705 1,405 2,110 2,810 905 1,815 2.720 3,625 --I ( 2-ply 31/2" f FACE I (ei (7"Beam) (' TOP(2) 6" 1,055 2,110 3.165 4.220 930 1.860 2,785 3,715 2-ply 13/4"+31/2" FACE/ 6"(5) 1,055 2,110 3,165 4,220 1,360 2,720 4,080 5,440 (7"Beam) TOP(3) FACE(4 ) 6'5j 1.055 2,110 3,165 4,220 930 1.860 2,785 3,715 2-ply 13/4"+31/2" ; (7"Beam) TOP(4) 6"``' 705 1,405 2.110 2.810 905 1,815 2,720 3,625 51/4"+ 13/4" FACE/ (7"Beam) TOP(3) 3W 1,915 3,825 5,740 7,655 2,720 5,440 8,160 10,880 1. See page 4 for table General Notes, connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. 5. 6"SDS or WS screws can be used with Parallam®PSL and Microllam®LVL,but are not recommended for TimberStrand®LSL. Page 2 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) ■www.iLevel.com `Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.5 2010 Weyerhaeuser NR Company.All rights reserved. ■ TECHNICAL BULLETIN eve April2010 by Weyerhaeuser Bulletin TB-300 Table 2B: Maximum Concentrated Load Applied to Beam -Wood Screw Connection (Ibs)111 __ Connection Name Hanger Wood TrussLok Beam ConfigurationType Screw #Screws Length 2 4 6 8 FACE 131 3'/e" 1,600 3,205 4,805 6,410 3-ply 13/4" (51/4"Beam) +, TOP(2) 3'/e" 800 1,600 2,405 3,205 FACE 3%" -- --31/2"+11/4" (51/4"Beam) - TOP 141 3%" 800 1,600 2,405 3,205 3'/z"+1% FACE I I (51/4"Beam) i TOP 131 3'/e" 1,600 3,205 4,805 6,410 4-ply 1,/4., ` 1 r ` FACE(2) 5",6%" 1,160 2,320 3,480 4,640 (7"Beam) 1 / j ' ' TOP(2) 5",6'/4" 775 1,545 2,320 3.095 FACE 131 3'/e" 2,135 4,270 6,410 8,545 2-ply 11/4"+31/2" 5",6'/" 2,320 4,640 6,960 9,280 (7"Beam) . TOP 121 3%" 710 1,425 2,135 2,850 5",6'/4" 775 1,545 2,320 3,095 -J 2-ply 31/2" i FACE 2� 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) TOP 2-ply "+3 FACE p y 1 g/4 /z" TOP(3) 5",63/4" 1,160 2,320 3,480 4,640 (7"Beam) IIT FACE(4) 5",63/4" 1,160 2.320 3,480 4.640 2-ply 1'/4"+31/2" (7" Beam) 1 t I TOP(4) 5",63/4" 1,160 2.320 3,480 4,640 5'/4"+1y/4" . FACE (7"Beam) TOP 131 5",6'/4" 2,320 4,640 6,960 9,280 1. See page 4 for table General Notes,connection details and beam depth limitations. 2. Install screws from both sides of beam. 3. Install screws from side opposite hanger only. 4. Install screws from hanger side only. Page 3 of 8 /� CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam.TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ ' I V TECHNICAL BULLETIN April 2010 Bulletin TB-300 Table 1, 2A, 2B General Notes • Connections are based on NDS®2005 or manufacturer's code report. • All plies must be the same material and grade. • Values are for 100%duration of load. Increase 15%for snow load or 25%for non-snow roof load conditions, where code allows. • Rotational effects should be considered for 7"wide beams loaded from one side only. • Capacities shown for face mount hanger conditions are based on 16d common(0.162"x 31/2')nails installed in the hanger. Other nails used for face mount hanger installations invalidate the capacities in these tables. • Verify adequacy of beam with all loads applied by using iLevel software or other methods. • See the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)for required connections for uniform side loads. Bolt or Wood Screw Connection Details • 1/2'bolts-9/16"0 maximum holes • 3/4'bolts-13/16'0 maximum holes o.r;. • Lead holes not required for wood screws '51 N m Conc.Load Conc.Load °m Conc.Load Conc.Load 961 `o• `o CV C1 gm - r -_ N I O • ,0 _ • • - .\ • • �j 1 ,ft a ' • / i ' 7) • f-.ii r s 1 /' � • � 23 l � ( . 7) J i A lA U . 'aill EQ. EQ. IMMO (typ) 2 Fastener 4 Fastener 6 Fastener 8 Fastener Pattern Pattern Pattern Pattern Min.Beam Depth: Min.Beam Depth: Min.Beam Depth: d=7W for''/z'0 bolts d=9W for''/2"o bolts d= 11W for%2"0 bolts d=9W for 34 to bolts d= 14"for 3/4"el bolts d= 16"for 34"0 bolts Conc. Load Nailed Connection Detail E T • *STAGGER NAILS TO 0 Iiii • * PREVENT SPLITTING 0 • • a • r ♦ s 16d Sinker(typ) Typz (+/-1"))" ,i, (0.148"x 3'/<") LL6 Nail Pattern]] 12 Nail Pattern 18 Nail Pattern Page 4 of 8 24 Nail Pattern /w CONTACT US • 1.888.iLevel8(1.888.453.8358) •www.iLevel.com AWeyerhaeuser,'Level,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ x TECHNICAL BULLETIN . • March 2010 Bulletin TB 300 Table 3: Allowable Capacities of 51/4' Beams with Bolt Connections Bolt Conn. Beam Depth Dia. Loc. 71/x" 91/4" 91/2" 111/4" 11'/8" 14" 16" 18" 20" 24" <5d 6,235 6,545 8,755 9,560 12,345 15,005 Max 1/2" >5d 10,150 10,500 12,950 13,825 16,800 19,600 Shear 45d 3,995 4,260 6.210 6,940 9,510 12,015 (lbs) 3/` >5d 8,750 9,100 11,550 12,425 15,400 18,200 °a 2 10,605 15,295 15,685 23,905 32,760 42,265 /2„ 4 9,355 13,470 13,730 20,915 28,725 37,250 6 9,350 13,470 13,730 20,910 28.725 37,245 t5, Max -- 8 13,510 20,575 28,275 36,685 a Moment (ft Ib) 2 10,600 15,290 15,685 23,900 32,755 42,260 I= w. 4 9,900 14,215 14,195 21,490 29,020 37,225 6 29.015 37,220 8 _ 36,655 - <5d 2,745 4.445 4.665 6,240 6,810 8,795 10,690 12,610 14.545 18.440 Max 1/2 >5d 5.235 7,230 7,480 9,225 9,850 11.970 13,965 15.960 17,955 21.945 Shear <5d 1,455 2.845 3,035 4,425 4,945 6.775 8,560 10.390 12,250 16,040 3 -../ s /` >5d 4,240 6,235 6,485 8,230 8,855 10.975 12,970 14,965 16,960 20,950 _ 2 9.960 16,220 17.105 23,990 26,730 36,385 46,670 58,130 70,740 99.375 E 1/2" _ 4 9,025 14,305 15,065 21,000 23,385 31,905 41,130 51.535 63,100 89.670 6 14,305 15,060 20,995 23,385 31,905 41,125 51.530 63,100 89,670 o Max 8 20.660 23,010 31,405 40,510 50.795 62,250 88590 Moment 2 9.950 16,210 17,100 23,985 26,725 36,380 46,665 58.125 70,740 99,370 (ft-Ib) 4 15,145 15,895 21,710 24,030 32,235 41,105 51.120 62,285 88,015 3/4.. 6 32.230 41,100 51.115 62,280 88.010 8 40,475 50,335 61,335 86,745 <5d 4,520 4,745 6,350 6,930 8,950 10,880 12,830 Max 1/2 >5d 7,360 7,615 9,390 10,025 12,180 14,210 16,240 Shear <5d 2,895 3.090 4,505 5.030 6,895 8.710 10.575 to (lbs) 3/a"to >5d 6,345 6,600 8,375 9,010 11.165 13,195 15,225 e- �2 18,090 19.080 26,760 29,815 40,740 52,430 65.495 4 15,960 16,805 23,420 26,085 35.725 46,205 58,065 R 6 15,955 16,800 23,420 26,080 35,725 46,205 58.060 Max 8 23,045 25,665 35.165 45,510 57,235 Moment 2 18,080 19,070 26,755 29,810 40,735 52,425 65,490 d (ft-Ib) 3/4„ 4 16,890 17,730 24,215 26,805 36,095 46,180 57,600 6 36,085 46,170 57,595 8 45,470 56,715 - Table 3 General Notes • Connection location refers to distance from face of bearing to centerline of connection,where d is the beam depth. Less than 5d refers to connections located less than five times the depth of the beam from the face of bearing. • Shear reduction has been taken in accordance with NDS 3.4.3.3. • All values shown are for 5W widths. Multiply by 1.33 for 7"wide beams. • 9W and 11'/C TimberStrand®LSL are 1.3E grade, all other depths are 1.55E grade. Page 5 of 8 /� CONTACT US ■ 1.888.iLevel8(1.888.453.8358) •www.iLevel.com . Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.0 2010 Weyerhaeuser NR Company.All tights reserved. ■ eve TECHNICAL BULLETIN • March 2010 by Weyerhaeuser Bulletin TB 300 Connection Design Example Given the floor framing shown below, specify the necessary connections for the a 3-ply Microllam®LVL beam supporting a 2-ply Microllam®LVL beam on one side and floor joists from the other side. The floor joists apply a 500 plf load to the side of the beam while the 2-ply beam reaction is 5,000 lbs. See the following page for the solution. /\,/ : i i Brg. (Typ.) s 1 L rr� ML ; J L 1 L J II�IL 11L 1 L I Additional 3-1'/."x 14" Microllam LVL Beam, Flush ' ' Connection ` \\ Required for r Concentrated Face Mount Hanger with 5,000 lbs Reaction Load 1. r R 2- 13/."x14" \ Microllam®LVL" 14" Floor Joists @ 24"o.c., Typ. Beam, Flush L r < 4'-0" >1 15'-0" > Partial Framing Plan Page 6 of 8 /I�� CONTACT US • 1.888.iLevel8 (1.888.453.83581 •www.iLevel.com L�1Weyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All rights reserved. ■ 1 - - 'Y TECHNICAL BULLETIN • March 2010 by Weyerhaeuser Bulletin TB-300 Solution: • Use the iLevel Trus Joist®Beams, Headers, and Columns Specifier's Guide(#TJ-9000)to select a connection for the uniform loading. Multiple options exist that meets or exceed the 500 plf requirement: — 2 rows of/2'diameter bolts at 16"on-center(570 plf) — 2 rows of USP WS35 wood screws at 16"on-center(540 plf)on each side of beam — 2 rows of SDS%"x 3W at 24"on-center(510 plf)on each side of beam — 2 rows of 5"TrussLok wood screws at 24"on-center(500 plf) • Determine what additional connection is needed for the concentrated load using the information in this Technical Bulletin: 1. Using Table 1,2A or 2B of this bulletin, locate the section for a 3-ply 1%"member and face mount hanger. Again, multiple options exist that exceed the 5,000 lb load requirement: — '/:"diameter bolts in a 6-bolt connection (6,300 lbs) — 16d(0.148"x 3W)sinker nails in an 18-nail connection (6,370 lbs) — 3W WS wood screws in an 8-screw connection(5,740 lbs) — 3W SDS wood screws in a 6-screw connection(6,120 lbs) — 3%"TrussLok wood screws in an 8-screw connection (6,410 lbs) Note that the allowable applied concentrated load is dependent upon the type of hanger used and 16d common nails must be used for face mount hanger installation to achieve the capacities shown. 2. If the bolted connection option is chosen, the 3-ply beam must be checked for the effect of the bolt holes from the 6-bolt connection. This task may be accomplished by utilizing the location analysis feature in iLevel software. Per the detail on page 4,the bolt holes will be located approximately 1'to either side of the concentrated load location. After inputting the span and load information,choose the two locations corresponding to the concentrated load location CO 1'. Upon completion of the analysis, compare the calculated shear and moment for each of the two locations against the reduced allowable shear and moment capacities of the beam for the bolt pattern selected using Table 3 on page 5 of this bulletin. See the Forte®software output on the following page for results of this analysis. The 3-ply Microllam®LVL beam works for the given loading. Refer to the highlighted values for the results at both bolt locations(1'on either side of the load). The highest calculated shear at either location is 6035 lbs. The highest calculated moment is 25,215 ft-lbs. The connection is less than 5d (48"< 14"*5=70")from the end of the member. From Table 3 of this bulletin,the reduced allowable shear for the 3-ply 14"Microllam®LVL beam with the 6 bolt pattern located less than 5d from the end of the member is 8,795 lbs while the reduced allowable moment is 31,905 ft-lbs. Therefore, the beam is acceptable with the 6 bolt connection. • Select the preferred options for both the uniform load connection along the length of the beam and the concentrated load connection at the hanger location and specify both on the drawings including information on fastener type, size, spacing and installation pattern as appropriate. Page 7 of 8 CONTACT US• 1.888.iLevel8(1.888.453.83581 •www.iLevel.com AWeyerhaeuser,iLevel,Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.®2010 Weyerhaeuser NR Company.All rights reserved. ■ 1111!iller 1 TCf` LI1►11l' A l Q111 I CTIA Forte MEMBER REPORT Level,Floor:Flush Beam ) software ) 3 PIECE(S) 1 3/4" x 14" 1.9E Microllam® LVL PASSED Overall Length 15 l gi P At Dimensions are Horizontal:Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF System:Floor Member Reaction(lbs.; 75+�, .3 ='assed(37=o; Member Type:Flush Beam Shear(lbs) 6837 @ 1 5 1/2" 13965 Passed(49%) 1.0 Building Use:Residential Moment(Ft-lbs) 25215 a 4'11 7/8" 36387 Passed(69%) 1.0 Building Code:IBC Live Load Dell.(i€1) 0.356 - T 1 13116" 0.489 Passed(U494) -- Design Methodology:ASO Total Load Dell.(in) 0.456 tt T 1 718" 0.733 Passed(U386) -- - Deflection criteria:LL(U360)and TL(U240). • Design results assume a fully braced condition where all compression edges(top and bottom)are properly braced to provide lateral stability. • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'15/16"o/c unless detailed otherwise_Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Total Available Required Support Reactions(lbs} Access ries Bearing Bearing Bearing Dead I Floor/Roof,Snow 1-Stud wall-Spruce Prne Fir 3.5C. 3.50" 3.40' 1641 i 5955:0/0 Blocking 2-Stud wall-Spruce Pine Fir 3.50" 3.50" 2.33" 1164/4045/0/0 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Location Tributary Width Dead Floor Live Roof Live Snow Comments (OM) (1.00) (nonsnow:1.25) (1.15) 1-Joy omY,PSF 0:o 15 1' 100.0 400.0 0.3 3 0 10'Floor 2-Point(lb) N/A 1000 4000 0 C LoCatiOrl Analysis Sih {lbs) Moment(It—lbs) Comments Actua1 Allowed t LDF Actual(Allo wed 1 LDF 1 -3' 6035/13965/1.0 191861 36387 1 1.0 BOLTS LEFT OF HANGER L.-- 39/12569/0.9 25215/363871 1,0 BOLTS RIGHT OF HANGER Forte.Software rrpc-^rator Job Notes ' 3/25/2010 9:02:21 AM iLe•:elli Forte' v1.1,Design Engine:V4.8_0.1 Page 1 of 1 Page 8 of 8 CONTACT US • 1.888.iLevel8 (1.888.453.8358) •www.iLevel.com AWeyerhaeuser,!Level Microllam,Parallam,TimberStrand and Trus Joist are registered trademarks and Forte is a trademark of Weyerhaeuser NR.©2010 Weyerhaeuser NR Company.All nghts reserved.