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HomeMy WebLinkAboutTruss Drawngs NilLumber«Design valq-es are in accordance with ANSI/TP1.1 section 6.3 These tr45 desig(,s rely on lumber values established by others. MiTek® RE: 1242944 - 11242944 - Hernandez Res. MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T a FL 33610-4115 Customer Info: JDL Builders, LLC. Project Name: Hernandez Residence Model: 'u�stom Lot/Block: 2 Subdivision: Rogers Ranchettes Address: Muller Road City: Fort Pierce State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: John H. Creswell License#: 40940 Address: 4459 SE Kubin Avenue City: Stuart State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): . Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. I Seal# Truss Name I Date 1 T12915960 1 CJ01 1/9/18 118 IT12915977IT03 1/9/18 12 T12915961 1 CJ02 1 1/9/18 119 '1 T1 2915978 1 T04 1 1/9/18 13 1 T1 2915962 1 CJ03 1 1/9/18 120 I T12915979 I T05 1 1/9/18 14 1 T12915963 1 EJ01 1 1/9/18 121 I T12915980 I T06 1 1/9/18 15 I T12915964 J EJ02 1 1/9/18 122 1 T12915981 1 T07 1 1/9/18 16 1 T1 2915965 1 EJ03 1 1/9/18 123 I T12915982 I T08 1 1/9/18 17 1 T1 2915966 1 HJ01 1 1/9/18 124 I T12915983 I T09 1 1/9/18 8 I T12915967 1 HJ02 1 1/9/18 125 I T12915984 I T10 1 1/9/18 19 1 T1 2915968 1 P01 1 1/9/18 126 I T12915985 I T11 1 1/9/18 110 1 T12915969 1 P02 1 1/9/18 127 I T12915986 I T12 1 1/9/18 Ill I T12915970 1 P03 1/9/18 128 I T12915987 I T13 1 1/9/18 1 112 1 T12915971 1 PO4 1 1/9/18 129 I T12915988 I T14 1 1/9/18 1 113 1 T12915972 1 P05 1 1/9/18 130 I T12915989 I T15 1 1/9/18 114 1 T12915973 1 P06 1 1/9/18 131 I T12915990 I T16 1 1/9/18 1 115 .1 T12915974 1 P07 1 1/9/18 132 1 T12915991 1 T17 1 1/9/18 1 1 16' I T12915975 I T01 1 1/9/18 133 I T12915992 I T18 1 1/9/18 1 117 I T12915976 I T02 1 1/9/18 134 1 T12915993 1 T19 1 1/9/18 1 The truss drawing(s)referenced above have been prepared by ��� It fill,���� MiTek USA,Inc. under my direct supervision based on the parameters �•` •P q�e >, provided by Builders FirstSource-Tampa. :`,�`Z; V .N Sic•q2�'��� Truss Design Engineer's Name: Albani, Thomas 39380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE' The seal on these truss component designs is a certification S ATE OF 4 that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters ���.�'•,�` p,,��� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ���� Q R 1 O, •�\`�� given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.393.80. should verify applicability of design parameters and properly incorporate these designs Mrfek USA,lnoJL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. .'� 69D4 Parke East Blvd.Tampa FL 33610 File Date: �®Jj�r January 9,2018 e Albani, Thomas 1 of 2. RE: 1242944 - 1242944 - Hernandez Res. Site Information: Customer Info: JDL Builders, LLC. Project Name: Hernandez Residence Model: Custom Lot/Block: 2 Subdivision: Rogers Ranchettes Address: Muller Road City: Fort Pierce State: FL No. Seal# Truss Name Date 135 IT129159941VOl 1/9/18 136 I T12915995 1 V02 -1 1/9/18. 137 T12915996 1 V03 1 1/9/18 2of2 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. - T12915980 1242944 CJ01 Jack-Open 10 1 - Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mi rek Industries,Inc. Tue Jan 09 15:48:16 2018 Page 1 I D:J BA4Y101 gOYOauHBMAO?5fySnUv-z_u_5cjQvtW NvjeUtjhbiOhbcfDj RGuECggbDMzx2xj 200 1-00 - 2-0-0 1-0-0 Scale=1:10.1 3 I 6.00 F12 2 cl 0 m J> 6 4 1 3x6= 1-0 0 1-0 0 Plate Offsets'(X,Y)— (2:0-6-0,0-0-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES 'WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:9lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=233/0-8-0,4=-21/Mechanical Max Horz 2=64(LC 12) Max LIpiift3=-37(LC 1),2=138(LC 12),4=-21(LC 1) Max Grav3=41(LC 8),2=233(LC 1),4=23(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 37 lb uplift at joint 3,138 lb uplift at joint 2 and 21 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. ` Design valid for use only with.MITek®connectors,This design Is based only upon parameters shown,and Is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pq building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYIg tT �' " Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building.Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 1242944=Hernandez Res. T12915961 1242944 CJ02 - Jack-Open 10 1 s• Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mi-rek Industries,Inc. Tue Jan 09 16:48:17 2018 Page 1 I D:JBA4Y1 O1 gOYOauH BMAO?5fySnUv-RBSMlxk2gAeEW tDhRRCq FDDIa2YXAjBORKa91ozx2xi -2-0-0 - 3-0.0 2-0-0, 8-0-0 Scale=1:15.2 3 6.00 12 . 0 > N 0 2 N 4 1 3x4= 30-6 3-0-0 Plate Offsets(X,Y)-- (2:0-2-0;Edgej LOADING(psf) SPACING- 2-0-0 CSI.• DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 2-4 >999 -360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 240 BCLL "0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 CodeFBC2014/TP12007 (Matrix) Weight:18 lb- FT=20 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) -3=19/Mechanical,2=268/0-8-0,4=26/Mechanical Max Horz2=115(LC 12) Max Uplift3=-45(LC 12),2=-131(LC 12) Max Grav3=26(LC 19),2=268(LC 1),4=52(LC 3) FORCES. (lb)_Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp.C;EncI.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 3)`This truss has been designed for 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 45 Ib.uplift at joint 3 and 131 lb uplift at joint 2 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. " Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 j Job Truss Truss Type Qty Ply 1242944-Hernandez Res. - T72915962 1242944 CJ03 Jack-Open 10 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mi fek Industries,Inc. Tue Jan 09 15:48:17 2018 Page 1 ID:JBA4Y101 gOYOauHBMAO?5fySnUv-RBSMlxk2gAeEWtDhRRCgFDDla2VeAjBORKa9lozx2xi -2-0-0 r 5-D-0 ---- - .. 2-0-0 5-0-0 Scale=1:20.2 3 6.00 12 0 m m N 2 1 . 3x4= 4 5-0-0 5-0-0 Plate Offsets O,Y)-- (2:0-2-0 Edge] LOADING(psf) SPACING- 2-0-0 CSI.- DEFL. in (loc) Well Ud, PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL). -0.07 2-4 >820 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix) Weight:26lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood Sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0'oc bracing. REACTIONS. (lb/size) 3=95/Mechanical,2=320/0-8-0,4=46/Mechanical Max Horz2=167(LC 12) Max Uplift3=116(LC 12),2—140(LC 12) Max Grav3=95(LC 1),2=320(LC 1),4=92(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.If;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opst 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 116 lb uplift at joint 3 and 140 lb uplift at joint 2; 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.. 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." ®WARNING.-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not - a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate]his 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 _ MtTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. - Tampa,FL 33610 - f � Job Truss Truss Type Qty Ply � 1242944-Hernandez Res. T12915963 1242944 EJ01 Jack-Partial 41 i Job Reference(optional) Builders FirsiSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:17 2018 Pagel I D:JBA4Y101 gQYOauH BMAO?5fySnUv-RBSMlxk2gAeEWtDhRRCgFD Dhg2UoAj8ORKa9lozx2xi -2-0-0 7-0-0 ' 2 o 0 i 7-0-0 . Scale=1:25.0 3 6.00 12 6 w a 2 1 4 3x4= 7-" 7-" Plate Offsets(X,Y)-- f2:0-0-4,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP " TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL)- -0.17 4-7 >486 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:34lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=176/Mechanical,2=378/0-8-0,4=62/Mechanical " Max Horz 2=217(LC 12) Max Upl1ft3=-168(LC 12),2=-154(LC 12) Max Grav3=176(LC 1),2=378(LC 1),4=108(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 168 lb uplift at joint 3 and 154 lb uplift at joint 2.. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an individual building component not . a truss system.Before use,the building designer must verify the applicability of design parameters and 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,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. . T72915964 , 1242944 EJ02 Jack-Partial - 2 ` 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek industries,Inc. Tue Jan 09 15:48:18 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-wNOkW H kg RUm581 ot?8j3oRmtKSn?vANXg_JiHEzx2xh -2-0-0 i 6-8-0 i 2-0-0 6-8-0 Scale:1/2"=1' 3 6.00 12 6 2 1 3x4= 4 6-8-0 6-8-0 Plate Offsets(X,Y)-- [2:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in '(loc) Vdefl Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.09 2-4 >811 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.23 2-4 >325 240 BCLL " 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 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. REACTIONS. (lb/size) 3=148/Mechanical,2=374/0-8-0,4=63/Mechanical Max Horz 2=209(LC 12) Max Uplift3=-168(LC 12),2=154(LC 12) Max Grav3=148(LC 1),2=374(LC 1),4=125(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat,II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 lb uplift at joint 3 and 154 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �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 Injuryand property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job - Truss Truss Type Qty Ply 1242944-Hernandez Res. _ T12915965 1242944 EJ03 Monopitch Girder 1 2 Job Reference(optional) - Builders FirstSource, Plant City,FL 33566 - 7.640 s Aug 16 2017 M7ek Industries,Inc. Tua Jan 09 15:48:19 2018 Page 1 I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-OZa6jdllCouxmBN3ZsEI KeJ6Ls6Peddgue3Gphzx2xg 6-8-0 6-8-0 Scale=1:23.5 2 6.00 12 1 - 5 6 3 4 3x6 11 4x6= 6-8-0 i. 6-8-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl _ Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.08 1-3 >884 360 MT20 244/190., TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.18 1-3 >408 240 BCLL 0.0 Rep Stress Incr NO ' WB 0.00 Horz(TL) 0.00 n/a n/a, BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:85 lb FT=2M. LUMBER- BRACING- TOP CHORD 2x6 SP.No.2 TOP CHORD Structural wood sheathing directly applied or 6-8-0 oc purlins,-except BOT CHORD 2x8 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3360/0-8-0,3=2205/Mechanical Max Harz 1=166(LC 8) Max Upliftl=-1 338(LC 8),3—916(LC 8) FORCES, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)2-ply truss to be connected together as follows: Top chords connected with 1 od.(0.131"x3")nails as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected with 10d(0.131"x3")nails as follows:2x8-,2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated." 3)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124tnph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=O.18; MW FRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60" 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1338 lb uplift at joint 1 and 916 lb,uplift at joint 3. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be.provided sufficient to support concentrated load(s)1704 lb down and.727 lb up at 0-8-12,and 1701 lb down and 690 lb up at 2-8-12,and 1701 lb down and 649 lb up at 4-8-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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 1)Dead'+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54;1-3=-20 Concentrated Loads(lb) Vert:4=-1704(B)5=-1701(B)6=-1701(B) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/012015 BEFORE USE, - Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not "a truss system.Before use,the building designer must verify the applicability of design parameters and properlyIncorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the. - fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Information.available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 - T 3 , Job Truss Truss Type Qty Ply 1242944-Hernandez Res. - T12915966 _ 1242944 HJ01 Diagonal Hip Girder 4 1 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:192018 Page 1 I D:J BA4Y1 O1 gOYOauHBMAO?5fySnUv-OZa6jdllCouxmBN3ZSElKeJ?gs7leddgue3Gphzx2xg i -2-9-15 -- 2-9-15 9-10-1 3 Scale=1:24.6 I� 10 0 4.24 F12 9 a N O R N 2 B - - - 1 12 13 11 4 3x6= 9101 9-10-1 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in, (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.10 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.25 4-7 >476 240 BCLL 0.0 Rep Stresslncr NO WB 0.00 HOrz(TL) 0.01 2 n/a n/a BCDL 10.0 CodeFBC2014lfP12007. (Matrix-M) Weight:54lb -FT=20% LUMBER- BRACING- TOP CHORD 2x6 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. REACTIONS. (lb/size) 3=235/Mechanical,2=462/0-10-15,4=123/Mechanical Max Horz2=256(LC 4) Max Uplift3=-250(LC 8),2=-295(LC 4) Max Grav3=235(LC 1),2=489(LC 35),4=202(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-1513/464 BOT CHORD 2-11=-701/1530 NOTES- (9) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope);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 250 lb uplift at joint 3 and 295 lb uplift at. ' joint 2- 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to,support concentrated load(s)118 lb-down and 113 lb up at 1-4-15,118 lb down and 113 Ib up at 1-4-15,125 lb down and 34 Ib up at 4-2-15,125 lb down and 34 lb.up at 4-2-15,and 60 lb down and 115 lb up at 7-0-14,and 60 lb down and 115 lb up at 7-0-14 on top chord,and 19 lb down and 49 lb up at 1-4-15,19 lb down and 49 Ib up'at 1-4-15,18(b down at 4-2-15,18 lb down at.4-2-15,and 38 lb down at 7-0-14,and 38 Ib down at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front,(F)or back(B). 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,/Plafe Increase=1.25 Uniform Loads(pit) Vert:1-2=54,2-8=-14,3-8—54,4-5=20 Concentrated Loads(lb) Vert:6=53(F=26,B=26)7=59(F=30,B=30)10=38(F=19,B=-19)13=36(F=18,B=-18) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1"3/2015 BEFORE USE. q! 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 9Ni1�A 01T eke h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/7PI1 QualityCriteria,DSB-49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610. Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915967 1242944 HJ02 Diagonal Hip Girder 1 1 Job Reference(optional Builders FirsiSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiFek Industries,Inc. Tue Jan 09 15:48:20 2018 Page 1 ID:J BA4Y1 O1 gOYOauH BMAO?5fySnUv-smBUxzmwz5OoNLyG6ZmXtsrBXGUYN4tg71 opM7zx2xf -2-9-15 9-4-6 2-9-15 9-4-6 Scale:1/2"=1' 3 10 4.24 F12 9 N _o _N r0 Cl) 2 8 1 12 43 11 3x4= 4. 3x4= 9-4-6 9-4-6 Plate Offsets(X Y)-- (2.0-0-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP , TCLL 20.0 Plate Grip DOL 1.25- TC 0.51 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.20 4-7 >565 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:52lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=226/Mechanical,2=440/0-10-15,4=119/Mechanical Max Horz2=241(LC 22) Max Uplift3=246(LC 8),2=-283(LC 4) Max Grav3=226(LC 1),2=469(LC 35),4=197(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-1439/354 BOT CHORD 2-11=-563/1455 NOTES- (9) 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope);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 246 lb uplift at joint 3 and 283 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)118 lb down and 113 lb up at. 1-4-15,118 lb down and 113 lb up at 1-4-15,125 lb down and 34 lb up at 4-2-15,125 lb down and 34 lb up at 4-2-15,and 60 lb down and 1151b up at 7-0-14,and 601b down and 115.Ib up at 7-0-14 on top chord,and 19 Ib down and 49 Ib up at 1-4-15,19 lb down and 49 lb up at 1-4-15,18 lb down at 4-2-15,18 lb down at 4-2-15,and 38 lb down at 7-0-14,and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 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):Lumberincrease=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-8=14,3-8=-54,4-5—20 Concentrated Loads(lb) Vert:6=53(F=26,B=26)7=59(F=30,B=30)10=-38(F=19,B=19)13=36(F=18,B=-18) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED"MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. - Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability,of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 t Job Truss Truss Type aty Ply 1242944-Hernandez Res. T12915968 1242944 P01 Piggyback 2 1 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:21 2018 Paget I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-Kyht8JnYkP8f?VXSgHHm P30OJggP6V3zMyYMuZzx2xe 19-7-2 19-7-2 Scale=1:34.3 4x6= 2x4 I 4x6= 6.00 ,2 3 4 5 `d o 0 2 6 7 LI It, 0 0 3x4= 11 10 9 8 3x4 2x4 I I 3x4= 2x4 11 2x4 11 19-7-2 19-7-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:62lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 17-7-15. (lb)- Max Horz2=38(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 11=-127(LC 9),9=-253(LC 9),8=-121(LC 8) Max Grav All reactions 250 lb or less at joint(s)2,6 except 11=317(LC 1),9=483(LC 23),8=317(LC 1) FORCES. Qb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-11=-215/260,4-9=-363/446,5-8_215/262 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60.plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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)2,6 except(jt=lb) 11=127,9=253,8=121. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 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.' ®WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only.with MiTek®connectors.This design Is based only.upon parameters shown,and Is for an Individual building component-not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply T1242944-Hernandez Res.� T729159691242944 P02 - Piggyback 2 ob Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mi rek Industries,Inc. Tue Jan 09 15:48:22 2018 Page 1 I D:JBA4Y1 O1 gOYOauHBMAO?5fy$nUv-oBFFLfoAUjGW de6eE_o?yHxZZ39W ry57acHwQOzx2xd 1972 19-7-2 '. Scale=1:34.3 4x6= 2x4 II 46= , 3 4 5 6.00 12 - ' 9 d 6 2 7 T o. 1 Iv o 3x4= 11 10 9 8 _3x4= 3x4= 2x4 I I - 2x4 I I - 2x4 11 19-7-2 _ - - 79-7-2 .. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 7 nIr" 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.02 7 n/r 120 - BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00. 6 n/a rda BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:68lb 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 N0.3 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 1.7-7-15. (lb)- Max Horz2=58(LC 11) Max Uplift All uplift 100 lb or less at joint(s).except 2=105(LC 12),l l=-150(LC 12),9=-154(LC 9),8=_138(LC 13),6=-117(LC 13) Max Grav All reactions 250 lb or less at joint(s)2,6 except 11=358(LC 1),9=262(LC 23),8=358(LC 1). FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS. 3-11=228/274,5-8=-228/276 NOTES- (10) 1)Unbalanced roof live loads have been.considered for this design, 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 lb uplift at joint 2,150 lb uplift at joint 11 154 Ib uplift at joint 9,138 lb uplift at joint 8 and 117 lb uplift at joint 6. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building ; designer. 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." WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.101012015 BEFORE USE: - Design valid for use only with MITek®connectors.This design is based only upon parameters shown;and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall . building design.�Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing _ MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component _6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Tampa,FL 33610 - 1 Jab Truss Truss Type City �Pty 1242944-Hernandez Res. T12915970 1242944 P03 Piggyback 2 1 Job Reference(optional) Builders FirsiSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc:Tue Jan 09 15:48:23 2018 Page 1 1 D:JBA4Y101 gOYOauHBMAO?5fySnUv-GLpdZ?opF00NEohgnhJ EV UTIgTVtaOcGpG 1 TzSzx2xc 8-0-1 i 11-7-1 19-7-2 8-0-1 3-7-0 8-0-1 Scale=1:34.3 3x4= 2x4 I I 3x4= 4 5 6 71 2x4 ILi 2x4 11 6.00 12 3 7 a _o 8 2 9 m Li I� 0 0 3x4= 13 12 11 10 -3x4= 2x4 13x4= 2x4 2x4 I I 19-7-2 — 1972 Plate Offsets(X Y)— (4:0-2-0 0-2-8f (6:0-2-0 0-2-81 (7:0-0-0 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) 0.02 9 n/r 120 BCLL 0.0 Rep Stress Incr YES W B. 0.13 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:70lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or.6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0.oc bracing.- WEBS ' 2x4 SP No.3 REACTIONS. All bearings 17-7-15. (lb)- Max Horz2=-79(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,11,8 except 13=-254(LC 12),10=-251(LC 13) Max Grav All reactions 250 lb or less at joint(s)2,11,8 except 13=400(LC 1),10=400(LC 1) FORCES. (lb)-Max Comp./Max-Ten.-All forces 250(lb)or less except when shown. WEBS 8-13=-275/433,7-10=-275/433 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpl=0.18; MW FRS(envelope)and C-C-Extehor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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)2,11,8 except Qt=lb) 13=254,10=251. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 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." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 �/�T building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V90-I�v k� Is always required for stability and to prevent collapse with possible personal injury aril property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd.. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla.VA 22314. Tampa,FL 33610 f Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915971 1242944 PO4 Piggyback 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 NlUek Industries,Inc.Tue Jan 09 15:48:232018 Pagel ID:JBA4Y1O1gOYOauHBMAO?5fySnUv-GLpdZ?opF00NEohgnhJEVUTIMTYVaPsGpGITzSzx2xc 4101 1972 4-10-1 - 14-9-1 Scale=1:34.9 46= 6.00 F12 3 5x8 3x8 I I 5x8 4 5 IT 0 t!� 2 6 ' 8 0 o sy 1 IT � o i 3x4= 13 12 11 10 9 3x4= I . 2x4 I I 3x4= 19-7-2 _-- 1972 Plate Offsets(),Y)f4:0-2-4 0-1-121 (6:0-5-4 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.60 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.00 8 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix) 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 puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or-6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-7-15. (lb)- Max Horz 2=-46(LC 10) Max Uplift All uplift 100 lb or less at joints)2,13,7 except 11=-164(LC 13),9=-110(LC 13),10=218(LC 9) Max Grav All reactions 250 lb or less at joint(s)2,13,9,7 except 11=289(LC 24),10=413(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-11=-221/318,5-10=-309/383 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(?)zohe;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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)2,13,7 except Qt=lb) 11=164,9=110,10=218. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 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." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 IM p�TeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 1 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915972 1242944 P05 Piggyback 2 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:24 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-kXN?mLpROKW EsyG1 LPgT1 i0xpttSJseQ2wm 1 Vuzx2xb 4-10-1 9-8-2 4-10-1 4-10-1 Scale=1:18.9 4X6= 3 6.00 12 4 I 2 5 m� . o 00 a a 6 3x4= 2x4 11 3x4= 9-8-2 9-8-2 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.01 5 n/r 120 BCLL 0.0 ' Rep Stress]nor YES W B 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:30lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=165/7-8-15,4=165l7-8-15,6=310/7-8-15 Max Horz2=46(LC 11) Max Uplift2=789(LC 12),4=98(LC 13),6=102(LC 12) Max Grav2=167(LC 23),4=167(LC 24),6=310(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-190/267 NOTES- .(9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4 except(jt=lb) 6=102. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mfl-7473 rev.1010312015 BEFORE USE. Design valid for use only with MIT00 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 Mffek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I I , Jab Truss Truss Type Qty �1�71.2429414•Hernandez Res. T12916973 1242944 P06 Piggyback 1 Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:24 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-kXN?mLpROKW EsyG 1 LPgTi iOxGtugJsn02wm 1 Vuzx2xb 4-4.1 it 5-4-1 i 9-8-2 � 4-4-1 1-0-0 4-4-1 � Scale=1:19.2 3x4= 2x4 I I 3x4= 3 4 5 6.00 12 m 0 N 6' 2 7 m l v 0 1 0 0 0 0 8 2x4= 2x4 I I 2X4= 9-8-2 9-8-2 Plate Offsets(X Y)-- (3:0-2-0 0-2-81 (5:0-2-0 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 7 n/r. 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.01 7, n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:29lb FT=20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=179/7-8-15,6=179/7-8-15,8=281/7-8-15 Max Harz 2=-41(LC 10) Max Uplift2=-49(LC 12),6=-106(LC 13),8=-75(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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)2,8 except at—lb) 6=106. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 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." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate]his design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIMI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd._ Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type city Ply 1242944-Hernandez Res. T12915974 1242944 P07 Piggyback 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 - 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:25 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-CIxN_gg3nef 5U6rDv6LiavZ7cH E_2JiZHaW a1 Kzx2xa 2-4-1 7-4-1 9-8-2 2-4-1 5-0-0 2-4-1 - Scale=1:19.2 3x4= 2x4 I 3x4= 6.00 12 3 4 5 2 7 6 q 1 Im o � I a a 8 2x4= 2x4 II 2x4= . 9-8-2 9.S-2 Plate Offsets(X Y)-- 13:0-2-0 0-2-8),15:0-2-0,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 VertCTL) 0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:27 to , FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=188/7-8-15,6=188/7-8-15,8=265/7-8-15 Max Horz2=21(LC 11) Max Uplift2=-85(LC 12),6=-86(LC 13),8=-113(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-191/277,3-4=-155/268,4-5=-155/268,5-6=-191/278 WEBS 4-8=-174/305 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.Il;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).*This truss has been designed for a live load of 20.00sf 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)2,6 except Ot=lb) 8=113. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 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." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a tnrss 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 slablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 t Job Truss Truss Type Qty Ply 1242944-Hernandez Res. e� T12915975 1242944 T01 Hip Girder 1 G Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 M7ek Industries,Inc.Tue Jan 09 15:48:34 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-SS_ntlxigPnp3V 1 yxVOpRpRelvJ9fAHuLTBYrJzx2xR -2-0-0 7.0-0 15.0.0 22-0-15 29-0-0 35_,'1-2 42-10-3 49-11.0 56-11-08-11-Q 2-0-0 7-0-0 8-0-0 7-0-15 6-11-1 6-11-1 7-0-13 7-0-0 2-0-0 Scale=1:101.8 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6x8= 2x4 11 6.00 12 6x8= 3 24 25 26 4 27 28 5 6 29 30 31 732 3334 358 9 36 37 38 10 39 40 41 11 0 2 1P � v 1 13Irn 0 0 23 42 43 22 21 44 4546 47 20 48 49 19 18 5M 53 52 5417 55 56 16 15 575859 60 14 2x4 II 8x12= 5x6= 2x4 II 7-0-0 _ 15-0-0 22-0-15 29-0-0 35-11-2 42110-3 49-11-0 56-11-0 7-0-0 8-0-0 7-0-15 6-11-1 6-11-1 6-11-1 7-0-13 7-0-0 Plate Offsets(X Y)-- (3:0-5-4 0-3-8) 111:0-5-4 0-3-01 (12:0-3-0 Edgel f21:0-6-0 0-4-121 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) 0.29 17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.23 Vert(fL) -0.46 15-17 >999 240 BCLL 0.0 Rep Stresslncr NO WB .0.96 HOrz(fL) 0.08 -12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:768lb FT=20°! LUMBER- BRACING- TOP CHORD 2x6 SP M 26`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 1-3,11-13:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP M 26 6-0-0 oc bracing:2-23,21-23. WEBS 2x4 SP No.3`Except` 3-21:2x4 SP No.1,4-21:2x8 SP 240OF 2.0E 6-21,7-20,9-18,10-17,11-15:2x4 SP M 31 REACTIONS. (lb/size) 2=295/0-8-0,21=6273/0-8-0,12=2692/0-3-8 Max Horz2=-91(LC 6) Max Uplift2=-571(LC 20),21=-3749(LC 5),12=-1492(LC 9) Max Grav2=494(LC 6),21=6273(LC 1),12=2692(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-972/1520,3-24=-2960/5028,24-25=-2960/5029,25-26=2960/5029, 4-26=2960/5029,4-27=-2960/5029,27-28=-2960/5029,5-28=-2960/5029, 5-6=-2960/5029,6-29=1074/698,29-30=1074/698,30-31=-1 074/698,31-32=1074/698, 7-32=-1074/698,7-33=-5252/3218,33-34=-5252/3218,34-35=-5252/3218, B-35=-5252/3218,B-9=-5252/3218,9-36=7100/4313,36-37=-7100/4313, 37-38=-7100/4313,10-38=-7100/4313,10-39=-6929/4201,39-40=6930/4202, 40-41=-6930/4202,11-41=-6931/4202,11-12=5169/2996 BOT CHORD 2-23=-1314/967,23-42=-1302/973,42-43=-1302/973,43-44=1302/973,22-44=-1302/973, 21-22-1302/973,21-45=-585/1074,45-46=-585/1074,46-47-585/1074, 20-47=-585/1074,20-48=-3081/5252,48-49=-3081/5252,49-50=-3081/5252, 19-50=-3081/5252,19-51=-3081/5252,18-51=-3081/5252,18-52-4157/7100, 52-53=4157/7100,53-54=-4157/7100,17-54=-4157/7100,17-55=-4046/6930, 55-56=-4046/6930,16-56=4046/6930,16-57=4046/6930,15-57=-4046/6930, 15-58=-2555/4526,58-59=-2555/4526,59-60=-2555/4526,14-60=-2555/4526, 12-14=-2559/4512 WEBS 3-23=0/579,3-21=-4174/2442,4-21=-1070/948,6-21=6829/4097,6-20=-1181/2368, 7-20=4708/2837,7-18=-485/1284,9-18=-2081/1232,9-17=0/434,10-15=953/858, 11-15-1723/2756,11-14=0/593 NOTES- (12) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced root live loads have been considered for this design. Continued on page 2 ®WARNING-Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and miss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 t Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915975 1242944 TO1 Hip Girder 1 Ge� Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:34 2018 Page 2 I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-SS_ntlxigPnp3VlyxVOpRpRelvJ9fAHuLTBYrJ7x2xR NOTES- (12) 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18;MW FRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are 4x6 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at Joint(s)except Qt=lb)2=571,21=3749,12=1492. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)328 lb down and 424 lb up at 7-0-0,122 lb down and 170 lb up at 9-0-12, 122 lb down and 170 lb up at 11-0-12,122 lb down and 170 lb up at 13-0-12,122 lb down and 170 lb up at 15-0-12,122 lb down and 170 lb up at 17-0-12,122 lb down and 170 lb up at 19-0-12,122 lb down and 170 lb up at 21-0-12,122 lb down and 170 lb up at 23-0-12,122 lb down and 170 lb up at 25-0-12,122 lb down and 170 lb up at 27-0-12,122 lb down and 170 lb up at 28-5-8,122 lb down and 170 lb up at 29-10-4,122 lb down and 170 lb up at 31-10-4,122 lb down and 170 lb up at 33-10-4,122 lb down and 170 lb up at 35-10-4,122 lb down and 170 lb up at 37-10-4,122 lb down and 170 lb up at 39-10-4,122 lb down and 170 lb up at 41-10-4,122 lb down and 170 lb up at 43-10-4,122 lb down and 170 lb up at 45-10-4,and 122 lb down and 170 lb up at 47-10-4,and 328 lb down and 424 lb up at 49-11-0 on top chord,and 213 lb down at 7-0-0,68 lb down at 9-0-12,68 lb down at 11-0-12,68 lb down at 13-0-12,68 lb down at 15-0-12,68 lb down at 17-0-12,68 lb down at 19-0-12,68 lb down at 21-0-12,68 lb down at 23-0-12,68 lb down at 25-0-12,68 lb down at 27-0-12,68 lb down at 28-5-8,68 lb down at 29-10-4,68 lb down at 31-10-4,68 lb down at 33-10-4,68 lb down at 35-10-4,68 lb down at 37-10-4,68 lb down at 39-10-4,68 lb down at 41-10-4,68 lb down at 43-10-4,68 lb down at 45-10-4,and 68 lb down at 47-104,and 213 lb down at 49-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-3=-54,3-11=-54,11-13=54,2-12=20 Concentrated Loads(Ib) Vert:3=281(B)5-122(B)11=-281(13)23=136(B)21=41(13)4=-122(B)9_122(B)17=-41(B)14=136(B)24-122(B)25=-122(13)26=122(B)27=122(B)28=-122(B) 29=122(B)30-122(B)31=122(B)32=-122(B)33=-122(B)34=122(B)35=-122(B)36-122(B)37=-122(B)38=122(B)39=122(B)40=-122(B)41122(B)42=41(13) 43=41(B)44=41(13)45=41(B)46=41(B)47=41(B)48=-41(B)49=41(B)50=-41(B)51=41(B)52=-41(B)53=-41(B)54=-41(B)55=41(B)56=-41(13)57=41(B) 58=-41(B)59=-41(B)60=41(B) ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev.10/03I2015 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' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type I Qty Ply 1242944-Hernandez Res. T72915976 1242944 T02 Hip 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:35 2018 Page 1 1 D:JBA4Y101 gOYOauHBMAO?5fySnUv-weYg45yKQivghebBU DX2_Ozk_JbxOff 1 a7x601zx2xQ r2-0-01 8-8-0 15-0-0 23-3-5 31-6-10 i 39-2-15 48-3-0 1 56-11-0 58-11-0 2-0-0 8-8-0 6-4-0 8-3-5 8-3-5 8.3-5 8-5-1 8-8-0 Scale=1:101.8 6x8= 2x4 I 6.00 12 - 6x8= 3 4 5 6 7 8 9 10 _o 11 v 2 m 1 12I� 0 6 21 20 19 18 17 16 15 14 13 5x6= 2x4 II 7x10= 2x4 I / 8-8-0 15-0-0 23-3-5 31-6-10 39-9-15 48-3-0 56-11-0 8-8-0 Plate Offsets(X Y)-- (3:0-5-4 0-3-81 (10:0-5-4 0-3-01 111:0-2-12 Edge) (19:0-5-0 0-4-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.24 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL' 1.25 BC 0.51 Vert(TL) -0.44 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:388lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-19,7-18,9-16,10-15 3-19:2x4 SP M 31,6-19:2x6 SP No.2 REACTIONS. (lb/size) 2=19/0-8-0,1 9=2 9 5910-8-0,11=1429/0-3-8 Max Horz 2=-109(LC 10) Max Uplift2=-307(LC 24),19=1386(LC 9),11=-590(LC 8) Max Grav2=190(LC 10),19=2959(LC 1),11=1432(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-689/1027,3-4=-1524/2066,4-5—1523/2066,5-6=-1523/2066,6-7=-695/766, 7-8=-2278/2067,8-9=-2278/2067,9-10=2729/2443,10-11=-2358/1921 BOT CHORD 2-21=881/863,20-21=876/863,19-20=-876/863,18-19=323/695,17-18_1639/2278, 16-17=-1639/2278,15-16=-2021/2729,14-1 5=-1441/2008,1 3-1 4=-1 44112008, 11-13=-1440/2001 WEBS 3-21=-4/308,3-19=-1614/1344,4-19=-445/510,6-19=-3103/2570,6-18=642/1007, 7-1 8=-1 798/1490,7-16=157/505,9-16=-518/434,9-15=-274/377,10-15=-680/931, 10-13=-3/370 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)2=307, 19=1386,11=590. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is'the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE nent.not Design sss System.Before usor use e, th bulding designer must verify the applicabil connectors.]his design Is based ity upon design parameters nd properly Incorporate rameters shown,and Is for an Individual building e gn no he overall building design._Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing McTek' is always regdred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r t Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915977 1242944 T03 Hip 1 � 1 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:36 2018 Page 1 I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-Or5YI RyyB01 XloAK2w2HW EWyl iz57C9BongfwCzx2xP -2-0-0 7-6-12 10-8-0 15-0-0 22-0-5 29-0-11 36-1-0 41-1-2 46-3-0 49-7-0 i 56-11-0 58-11, 2-0 003-1-4 4-4-0 7-0-5 7-0-5 7-0-5 5-0-2 5-1-14 3-4-0 7-4-0 2-0-0 Scale=1:101.8 2x4 II 5x8= 2x4" I 6x8— 6.00 12 4 5 6 7 8 g 10 11.. 12 g 13 m 0 - N 2 14 1 15IT O O 25 24 23 22 21 20 19 26 18 27 17 16 2x4 I I 6x8 2x4 11 i 6x8= 5x8= 2x4 I = 7-6-12 10-8-0 15-0-0 22-0-5 29-0-11 36-1-0 46-3-0- 49-7-0 56-11-0 1 7-0-12 3-1-4 4-4-0 7-0-5 7-0-5 7-0-5 10-2-0 3-4-o 7-4-0 Plate Offsets O,Y)— f2'0-3-10 0-2-01 (14:0-3-0 Edge] f19'0-4-0 0-4-0] (23:0-4-0 0-4-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.05 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.13 17-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix) Weight:406 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:16-17,14-16. WEBS 1 Row at midpt 3-23,7-23,7-20,8-19 REACTIONS. All bearings 0-8-0 except Ot=length)14=0-3-8. (lb)- Max Horz2_130(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=-305(LC 12),23=-588(LC 9),19=-725(LC 8),16=-275(LC 13),14=204(LC 13) Max Grav All reactions 250 lb or less at joint(s)except 2=650(LC 23),23=1269(LC 23),19=1466(LC 24),16=669(LC 1),14=358(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=703/531,7-8=-492/626,8-9=78/264,9-10=-78/264,10-11=-78/264, 11-12=191/350,12-13=230/359 BOT CHORD 2-25=-210/547,24-25=-210/547,23-24=-210/547,22-23=231/577,21-22=231/577, 20-21=-231/577,1 9-20=-1 8 6149 2 WEBS 3-25=0/305,3-23—601/647,5-23=-402/459,7-23=-710/635,7-22=0/279,8-20=0/281, 6-19=-947/785,10-19=-337/413,11-19=-486/462,13-16=-545/536 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.0psf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces 8r MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle"3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 305lb uplift at joint 2,588lb uplift at joint 23 ,725 lb uplift at joint 19,275 lb uplift at joint 16 and 204 lb uplift at joint 14. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.. 9)"This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the.building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MlTek0 connectors.This design Is based only upon parameters shown,and Is for an individual(wilding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M'Tek' Is always required for stabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915978 1242944 T04 Hip 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mi rek Industries,Inc. Tue Jan 09 15:48:37 2018 Page 1 I D:JBA4Yl Ol gOYOauHBMAO?5fySnUv-s 1 fwVnzbyK90wyIXceZW 3R2766KXshBK1 RQ DSezx2xO -2-0-0 7-6-12 i 12-8-0 15-0-01 22-0-5 - i 29-0-11 36-1-0 44-3-0 49-7-0 56-11-0 58-11-0 2-0-0 7-fi-12 5-1-4 2 7-0-5 7-0-5 8-2-0 5-4-0 7-4-0 Scale=1:103.5 6.00 12 2x4 11 5x8= 2x4 II 6x8= 5 6 7 89 10 11 3 4 12 13 o vi 2 14 1 151ro 0 0 25 24 23 26 22 27 21 20 28 19 29 18 17 16 2x4 fixe— 2x4 I 6x8= 2x4 11 7-6-12 12-8-0 15-0-0 22-0-5 29-0-11 36-1-0 1 44-3-0 1 49-7-0 1 56-11-0 7-6-12 5-1-4 2-4-0 7-0-5 7-0-5 7-0-5 8-2-0 5-4-0 - 7-4-0 Plate Offsets(X,Y)— (2:0-3-10,0-2-01,(11:0-5-4,0-3-01,(14:0-3-0,Edge),(19:0-4-0,0-4-Oj,f23:0-4-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 2-25 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 20-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:413lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing:16-17,14-16. WEBS 1 Row at midpt 3-23,7-23,7-20,9-19,11-19 REACTIONS. All bearings 0-8-0 except(jt=length)14=0-3-8. (lb)- Max Horz 2=-1 50(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=-323(LC 12),23=-591(LC 9),19=-700(LC 8),16=291(LC 13),14=207(LC 13) . Max Grav All reactions 250 lb or less at joint(s)except 2=629(LC 23),23=1319(LC 23),19=1409(LC 1), 16=701(LC 1),14=351(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-660/549,7-8=451/602,8-9=-451/602,11-12=218/371,12-13=-252/352 BOT CHORD 2-25=-256/559,24-25=-256/559,23-24=-256/559,23-26=-166/567,22-26=-166/567, 22-27=-166/567,21-27=-166/567,20-21=-166/567,20-28=-131/509,19-28=-131/509 WEBS 3-25=0/306,3-23=-611/696,6-23=-421/442,7-23=-789/577,7-22=0/322,9-20=-3/271, 9-19—823/661,10-19=461/563,11-19=421/378,13-16=-544/566 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL--3.Opsf;h=18ft Cat.it;Exp C;Encl.,GCpi=0.18; MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces 8r 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 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-'0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 ib uplift at joint 2,591 lb uplift at joint 23 700lb uplift at joint 19,291 lb uplift at joint 16 and 207lb uplift at joint 14. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekJ connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,D56-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply�Job 1242944-Hernandez Res. T12915979 1242944 T05 Hip - 1 Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:38 2018 Page 1 I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-KD DIi7_DjdH FY6KjAL4lcfbl5W g4b_pTG59m_4zx2xN 2 0 0 7 4-0 14-8-0 20.10-0 26-5-8 36-1-0 42-3-0 49-7-0 56-11-0 5.-It 2-0-0 7-4-0 7-4-0 6-2-0 7-7-8 7-7-8 6-2-0 7-4-0 7-4-0 2-0-0 Scale=1:103.5 I 6.00 12! 6x8= 2x4 11 7x10= 2x4 11 6x8= 5 6 7 8 9 4 10 • 3 11 m 0 2 12 1 13BE I o o 22 24 25 19 26 27 15 23 21 20 18 17 16 14 2x4 11 6x8= 6x8= 2x4 11 6x8= 6x8= 2x4 11 7-4-0 14-8.0 15r0-0 20-10-0 28-5-8 36-7-0 42-3-0 49-7-0 56-11-0 7-4-0 7-4-0 0-4-0 5-10-0 7-71 7-7-8 6-2-0 7-4-0 7-41 Plate Offsets(X Y)-- [2'0-3-0 Edge] 15.0-5-4 0-3-0) 17:0-5-0 0-4-81 19.0-5-4 0-3-0) 112:0-3-0 Edge) 116:0-3-8 0-4-8) 117:0-4-0 0-4-0) 120:0-4-0 0-4-0) 121:0-3-8 0-4-8) LOADING(psf) SPACING 2-0-0 - CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03-18-20 >999 360 - MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.08 18-20 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.99 Horz(TL) 0.01 14 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:426lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-21,7-20,7-17,9-17 REACTIONS. All bearings 0-8-0 except Qt=length)12=0-3-8. (lb)- Max Horz2=-170(LC 10) Max Uplift All uplift 100 lb or less at joints)except 2=-268(LC 12),21=-583(LC 9),17=-721(LC 8),14=-322(LC 13),12=-1 95(LC 13) Max Grav All reactions 950 lb or less at joints)except 2=548(LC 23),21=1408(LC 23),17=1491(LC 26),14=683(LC 24),12=333(LC 24) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-505/483,4-5=-33/329,5-6=-323/536,6-7=-322/537,7-8=-47/318,8-9=-47/319, 9-1 0=-1 18/283;10-11=172/257 BOT CHORD 2-23=-195/411,22-23—195/411,21-22=-195/411,21-24=-307/549,20-24=-307/549, 20-25—85/420,19-25=-85/420,18-19=85/420,18-26=-85/420,17-26=-85/420, 17-27=-73/346,16-27=-73/346 WEBS 3-23=0/308,3-21=-6391772,5-21=-976/847,5-20=571/729,6-20=-394/461,7-18=0/391, 7-17=-875/656,8-17=-406/473,9-17—490/431,11-14=505/602 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extehor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 268 lb uplift at joint 2,583 lb uplift at joint 21 ,721 lb uplift at joint 17,322 lb uplift at joint 14 and 195 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M17-7473 rev.1010312016 BEFORE USE. R Design Valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not G`] a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addillonal temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915980 1242944 T06 Hip 1 1 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mirek Industries,Inc. Tue Jan 09 15:48:39 2018 Page 1 I D:JBA4Y1 O1 gOYOauH BMAO?5fySnUv-oQngwT?rUxP69Gvvj2b_8s8NuwwlKTwdVIvJXXzx2xM -2-0-0 7.4-0 16-8.0 24-6-15 32-4-1 40-3-0 49-7-0 56-11-0 58-11-0 2-0-0 7-4-0 9-4-0 7-10-15 9-4-0 7-4-0 2-0-0 .Scale=1:103.5 6.00 12 6x8= 2x4 II 6x8= 5 6 .7 8 9 4 10 6x8 3 11 6 " m 2 12 1 13Iro 0 0 5x6= 22 21 20 _ 23 1918 24 17 .25 16 15 14 2x4 11 5x8= 3x6 I I i 7-4-0 16-8-0 24-6-15 32-4-1 40-3-0 49-7-0 56-11-0 7-4-0 9-0-0 7-10-15 7-9-0 7-10-15 9-0-0 7-4-0 Plate Offsets(X Y)-- I2:0-3-0 Edge) (5:0-5-4 0-3-01 I9:0-5-4 0-3-0) I11:0-4-0 0-4-41 f14:04-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.23 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1:25 BC 0.59 Vert(TL) -0.40 20-22 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.12 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:420lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-20,6-19,8-17,9-17,9-16,11-16 REACTIONS. (lb/size) 2=1903/0-8-0,14=2405/0-8-0,12=99/0-3-8 Max Horz 2=-191(LC 10) Max Uplift2=-748(LC 12),14=-846(LC 8),12=-144(LC 17) Max Grav2=1903(LC 1),14=2405(LC 1),12=149(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—3398/2918,3-4=-2705/2384,4-5=-2587/2416,5-6=-2585/2531,6-7=2585/2531, 7-8=-2585/2531,8-9=-2346/2301,9-1 0=-1 687/1633,1 0-1 1=-1 78911601,11-12=346/551 BOT CHORD 2-22=-2322/2937,21-22=-2322/2937,20-21=-2322/2937,20-23=-1562/2320, 19-23=-1562/2320,18-19=1538/2345,18-24=-1538/2345,17-24—1538/2345, 17-25=-843/1499,16-25=-843/1499,15-16=-426/512,14-15=-426/512,12-14=-426/512 WEBS 3-22=01345,3-20=-686/860,5-20=-276/545,5-19=-360/552,6-19=-444/519, 8-19=-339/439,8-17=-7741778,9-17=-1013/1281,9-16=-570/588,11-16=-1434/2049, 11-14=-2199/2088 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18fh Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 748 lb uplift at joint 2,846lb uplift at joint 14 and 144lb uplift at joint 12. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE.PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown-and Is for an Individual building component,not a tnrss 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 Kiss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage-delivery.erection and bracing of trusses and truss systems,seeANSf/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314.. _ Tampa,FL 33610 ' Job Truss Truss Type Qty Ply 1242944-Hernandez Res. . T12915981 1242944 T07 Piggyback Base 1 1 Job Reference(optional) Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 M7ek Industries,Inc. Tue Jan 09 15:48:40 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-GcL27p?T FFXznQU6Hm6Dh4gaKKCg3vrmjPet3zzx2xL r2-0-0 7-4-0 12-6-12 18-8-0 19-4-0 26-4-0 33-4-0 38-3-0 i 44-4-4 49-7-0 56-11 O 58-11-0 - 2-0 0 7-4-0 52 6-1-4 0-8-0 7-0-0 7-0-0� 4-11-0 6-1-4 5-2-12 ' 7-4-0 2-0-0 Scale=1:105.3 6.00 FIT 3z6 11 5x8= 3x4 I l 6x8= 67 8 9 10 11 5 12 4 13 a 3 14 6 16I m 2 15 To 1 4 22 m1� 0 23 6 5x6= 28 27 26 25 29 2x4 II 30 21 20 31 19 18 17 2x4 I I 6x8=" 3x4 I I U4 11 5x8= 3x8 11 6x8= 6x8= 7-4-0 12-6-12 i 19-40 26-4-0 33-4-0 38-3-0 44-4-4 49-7-0" 56-11-0 - 7-41 5-2-12 6-9-4 7-0-0 4.11-0 6-1-4 5-2-12 7-4-0 Plate Offsets(X,Y)-- f2:0-3-0,Edge1.(7:0-4-8,0-1-81,(11:0-5-4,0-3-01,(17:0-4-12,0-1-81,f22:0-2-12,0-3-01,f24:0-2-12,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.23 23-24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.42 23-24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) '0.15 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:469 lb- FT=20 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. Except: 7-25:2x4 SP No.2,10-21:2x4 SP No.3 1'Row at midpt, 10-22 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 8-24,8-22,11-20,14-19,5-24 24-26,11-22:2x4 SP M 31 REACTIONS. (lb/size) 2=1873/0-8-0,17=2637/0-8-0,15=-103/0-3-8 Max Horz 2=-211(LC 10) Max Uplift2=-760(LC 12),17=-874(LC 13),15=-306(LC 23) Max Grav2=1873(LC 1),17=2637(LC'1),15=84(1_C 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3282/2834,3-4=-2873/2619,4-5=-2803/2637,5-6=-2651/2473,6-7=-2317/2334, 7-8=-2330/2344,8-9=2073/2120,9-10=-2073/2120,10-11=-2068/2116, 11-12=1667/1697,12-13=-1005/1087;13-14=-1038/1069,14-15=-739/1037 BOT CHORD 2-28=-2221/2822,27-28=-2221/2822,26-27=2221/2822,7-24=-648/833, 24-29=-1616/2480,23-29=1616/2480,23-30=1616/2480,22-30—1616/2480, 10-22=315/372,20-31=-460/861,19-31=-460/861,18-19=-837/888,17-18=837/888, 15-17=837/888 WEBS 3-26=-412/495,8-24=468/282,8-23=0/428,8-22=-721/520,11-20=-727/506, 12-20=-456/840,12-19=-1137/1009,14-19=-1616/2083,14-17=2444/2218, 24-26—1723/2348,5-24=312/469,20-22=-704/1339,11-22=-1020/1353 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat,11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces$MW FRS for reactions shown;Lumber DOL=1.60 plate . grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 760 lb uplift at joint 2,874lb uplift at joint 17 and 306 lb uplift at joint 15. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek6 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 MiTe k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915982 1242944 T08 Hip 1 1 Job Reference o tional Builders FirslSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:42 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-D_TpYV 1 jnsohOjeU PB9hmVmwg7zzXpt3Bj7z7rzx?xJ -2-0-0 7-4-0 12-6-12 19-4-0 -8- 27-0-0 33-4-0 36-3-0 44-4-4 49-7-0 56-11-0 B-11-0 2-0-0 7-4-0 5-2-12 '6-9-4 -4- 6-4-0 6-4-0' 2-11-0 8-1'-4 5-2-12 7-4-0 2-0-0 Scale=1:105.3 3x4 11 6x8= 3x4 11 6x8= 6.00 12 6 7 8 9 10 5 11 4 12 3. 13 0 2 14 0To q 1 3 21 5 1,6 9 o Sx6= 27 26 25 2428 29 22 30 20 19 .31 18 17 b 16 2x4 I I 6x8= 3x4 11 3x4 11 5x8= 3x8 I I 6x8= 6x8= 7-4-0 12-6-12 19-4-0 -8- 27-0-0 33-4-0 36-3-0 44-4-4 49-7-0 56-11-0 7-4-0 5-2-12 6-9-0 -4 6-4.0 6-4-0 2-11-0 8-1-4 5-2-12 7-4-0 Plate Offsets(X,Y)-- [2:0-3-0,Edge],(10:0-5-8,0-3-01,ill 6:0-4-12,0-1-81,121:0-2-12,0-3-01,(23:0-2-12,0-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.21 22-23 >999 360 MT20'- 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.42 22-23 >999 240 - BCLL 0.0 Rep Stress[nor YES WB 0.86 Horz(TL) 6.15 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:489lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc puffins. BOT CHORD 2x6 SP No.2`Except` BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. Except: 6-24,9-20:2x4 SP No.3 1 Row at micipt 6-23,9-21 WEBS 2x4 SP No.3`Except' WEBS 1 Row at micipt 5-23,8-22,8-21,10-19,13-18 23-25,10-21,7-23:2X4 SP M 31 REACTIONS. (lb/size) 2=1887/0-8-0,16=2531/0-8-0,14=-10/0-3-6 Max Horz 2=232(LC 11) Max Uplift2=-781(LC 12),16=-882(LC 13),14=211(LC 25) Max Grav2=1887(LC 1),16=2531(LC 1),14=76(LC 24) FORCES. (lb)-Max._Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3_3306/2870,3-4—2910/2669,4-5=2797/2687,5-6=2679/2516,6-7—2627/2721, 7-8=2232/2297,8-9=-1892/2015,9-10=-1887/2012,10-11=1815/1810, 11-12=-1048/1182,12-13=-1155/1165,13-14=608/845 BOT CHORD 2-27=-2251/2841,26-27=-2251/2841,25-26=2251/2841,6-23=-235/444, 23-28—1351/2178,28-29=1351/2178,22-29=-1351/2178,22-30=-1376/2232, 21-30=1376/2232,19-31=-564/978,18-31=-564/978,17-18—6687776,16-17=-668f776, 14-16=668/776 WEBS 3-25=386/465,23-25=-1800/2429,5-23=-352/520,7-22=222/310,8-22=72/350, 8-21=-695/496,19-21=787/1514,10-21=932/1333,10-19_798/521,11-19—3427751, 11-18=1076/1014,13-18=1606/2019,13-16=2346/2152,7-23=1011/956 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft Cat.11;Exp C;Encl.,GCpi=o.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise Indicated. r 5)This truss,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 781 lb uplift at joint 2,882 lb uplift at joint 16 and 211 lb uplift at joint 14. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. -Design valid for use only with MITek9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a tnrss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall sot -bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addllional temporary and permanent bracing M!Tek' _ is always required for stability and to prevent collapse with possible personal Injury and properly drrnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type City Ply 1242944-Hernandez Res. ' T12915983 1242944 T09 Piggyback Base 8 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:43 2018 Page 1 I D:J BA4Y101 gOYOauHBMAO?5fySnUv-hB 1 Bmg2LYAwXetDgyugwlil5ZXDN GGbCPNtXglzx2xl i2-0-Di 7-4-0 12-6-12 18-B-0 18-4-0 26-4-0 i '33-4-0 38-3-0 44-4-4 49-7-0 i 56-11-0 58-11-0 2-0-0 7-4-0 5-2-12 6-1-4 0-8-0 7-0-0 7-0-0 4-11-0 6-1-4 5-2-12 7-4-0 2-0-0 Scale=1:105.3 6.00 12 3x6 I I 5x8= 3x4 6x8= 67 8 9 10 11 5 12 4 13 D 3 14 0 m 2 15 I9 q 1 q 16I1b O 0 23o 5x6= 28 27 26 25 29 2x4 II 30 21 20 31 19 18 17 2x4 I I 6x8= 3x4 11 3x4 II 5x8= 3x8 II 6x8= 6x8= 7-4-0 12-6-12 19-4-0 26-4-0 33-4-0 38-3-0 44-4-4 49-7-0 56-11-0 7-4-0 5-2-72 6-9-4 7-0-07-0-0 4-11-0 6-1-4 5-2-12 7-4-0 Plate Offsets(X,Y)-- (2:0-3-O,Edge1,(7:0-4-8,0-1-81,(11:0-5-4,0-3-01,(17:0-4-12,0-1-81,(22:0-2-12,0-3-01,(24:0-2-12;0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.23 23-24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.42 23-24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 17 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:469 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pudins. BOT CHORD 2x6 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. Except: 7-25:2x4 SP No.2,10-21:2x4 SP No.3 1 Row at midpt 10-22 WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 8-24,8-22,11-20,14-19,5-24 24-26,11-22:2x4 SP M 31 REACTIONS. (lb/size) 2=1873/0-8-0,17=2637/0-8-0,15=-103/0-3-8 Max Horz2=211(LC 10) Max Uplift2=760(LC 12),17=-874(LC 13),15=-306(LC 23) Max Grav2=1873(LC 1),17=2637(LC 1),15=84(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3282/2834,3-4=-2873/2619,4-5=-2803/2637,5-6=-2651/2473,6-7=-2317/2334, 7-8=-2330/2344,8-9=-2073/2120,9-10=2073/2120,10-11=2068/2116, 71-12=-1667/1697,12-13=-1005/1087,13-14=-1038/1069,14-15=-739/1037 BOT CHORD 2-28=-2221/2822,27-28=-2221/2822,26-27=-2221/2822,7-24=-648/833, 24-29—161612480,23-29—1616/2480,23-30—1616/2480,22-30=1616/2480, 10-22=-315/372,20-31=-460/861,19-31=-460/861,18-19=-837/888,17-18=837/888, 15-17=-837/886 WEBS 3-26=-412/495,8-24=-468/282,8-23=0/428,8-22=-721/520,11-20=727/506, 12-20=-456/840,12-19=-1137/1009,14-19=1616/2683,14-17=-2444/2218, 24-26=1723/2348,5-24=-312/469,20-22=704/1339,11-22=1020/1353 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 760lb uplift at joint 2,874lb uplift at joint 17 and 306 lb uplift at joint 15. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design.valid for use only with MiTek0 connectors.Ihls design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r � Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T12915984 1242944 T10 Piggyback Base 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tug Jan 09 15:48:44 2018 Page 1 I D:JBA4Y 1 O t gOYOauHBMAO?5fySnUv-9NaZzA3_JT20G1 ntW cB9rwrCWxbN?hhMel c4Ckzx2xH r2-0-0 9-8-0 18-7.15 23-6-0 28-4-1 ,30-4-q 35-1-12 40-3-0' r 48-4-4 56-11-0 58-11-0 2-0 00 4-10-1 4-10-1 -11-1 4-9-12 5-1-4 8-1-4 8-6-12 Scale=1:105.3 6.00 12 6x8= 4x6= 6x8=6x8= 5 2x4 I I 6x8 6 7 8 = 4x10 MT20HS i 9 10 . 4x6 i 4x6 4 11 4x6 . 3 12 0 2 13 1 14IT 6 0 5x6= 23 22 21 24 25 20 19 26 18 27 17 16 15 5x6= 2x4 II 5x6= 5x8= 5x8= 5x8= 4x6= 5x6= 2x4 II 5x6= 9-8-0 18-7-15 28-4-1 35-1-12 40-3-0 48-4-4 56-11-0 9-8-0 9-0-0 9-8-2 6-9-11 5-1-4 8-1-4 8-6-12 Plate Offsets(X,Y)-- f2:0-3-0,Edge),(8:0-4-0,0-3-121,i10:0-5-4,0-3-01,(13:0-3-0,Edge1 . LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.37 18-20 >999 360 MT20 244/190 - TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(fL) -0.67 20-21 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.24 13 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:447lb FT=20% LUMBER- BRACING- , TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 3-21,6-21,6-20,8-20,8-18,9-18,10-18, 5-21,7-20:2x4 SP M 31 12-17 REACTIONS. (lb/size) 2=2202/0-8-0,13=2202/0-8-0 Max Horz 2=-21 1(LC 10) Max Uplift2=855(LC 12),13=-964(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3943/3388,3-4=-3198/2869,4-5=-3178/2904,5-6=-2766/2755,6-7=-3133/3045, 7-8=-3449/3293,8-9=-3282/3150,9-10—3282/3150,10-11=-3221/3000, 11-12=3328/2973,12-13_3975/3408 BOT CHORD 2-23=2705/3401,22-23=-2705/3401,21-22=2705/3401,21-24=-2130/2995, 24-25=-2130/2995,20-25=2130/2995,19-20=-2540/3439,19-262540/3439, 18-26=-2540/3439,18-27=2074/2886,17-27—2074/2886,16-17=-2773/3434, 15-16=-2773/3434,13-15=-2773/3434 WEBS 3-23=0/384,,3-21=-757/934,5-21=799/1045,6-21=675/468,6-20=215/460, 7-20—111911260,8-20=-135111384,8-18=-460/285,9-18=288/341,10-18=-635/796, 10-17=343/496,12-17=-638/796,12-15=0/350 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l6omph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=1 Bit;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 964 lb uplift at joint 13. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and.design of this:truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. - Design valid for use only with MITekO connectors.fits 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 sot 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 wifh possible personal injury end property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSi/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. - Tampa,FL 33610 i Job Truss Truss Type Qty Ply 1242s44-Hernandez Res- T12915985 1242944 T11 Piggyback Base 1 1 - Job Reference(optional) Builders FirstSource, Plant Cily,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:45 2018 Page 1 I D:J BA4Y101 gOYOauH BMAO?5fySnUv-dZBxAW 3c4nAFtBM34Ji0070NFLV Ak8WVthMekAz)QxG _ -2-0-0 9-8-0 18-7-15 23-6-0 28-4-1 i 32-4-0 37-1-12 42-3-0 .48-4-4 56-11-D 68-11-0 2-0-0 9-8-04-10-1 4-10-1 3-11-15 4-9-12 5-1-4 6-1-4' 8-6-12 2-0-0 Scale=1:105.3 6.00 F12 6x8= 6x8= 4x6= 5 6 7 6x8= 2x4 I 6x8= 4x10 MT20HS i 8 9 4x6 i 4x6 4 11 4x6 3 12 0 o_ m 2 13 . 1 - 14Iao o - o 5x6= 23 22 21 24 25 20 19 26 27 18 28 17 16 15 - 5x6= 2x4 II 5x6 5x8= 5x8= 5x8= 4x6= 2x4 II 4x10 MT20HS= 4x6= 9-8-0 18-7-15 28-4-1 37-1-12 42-3-0 48-4-4 56-11-0 9-8-0 8-11-15 9-8-2 8-9-11 5-1-4 6-1-4 8-6-12 - Plate Offsets(X,Y)— 12:0-3-0,Edgej,f10:0-5-4,0-3-01,(13:0-3-0,Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.39 18-20 >999 360 MT20 2441190 TCDL' 7.0 Lumber DOL 1.25 BC 0.84 Vert(fL) -0.70 18-20 >960 240- MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.24 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:439lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 or puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 3-21,6-21,6-20,8-20,8-18,10-18 5-21,7-20:2x4 SP M 31 REACTIONS. (lb/size) 2=220210-8-0,13=2202/0-8-0 Max Horz 2=-211(LC 10) Max Uplift2=-855(LC 12),13—964(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3944/3392,3-4=3197/2874,4-5=-3177/2908,5-6=2765/2759,6-7—3125/3048, 7-8=-3497/3293,8-9=3578/3359,9-10=3576/3360,10-11=-3357/3118, 11-12=3440/3097,12-13=-3956/3384 BOT CHORD 2-23=-2708/3401,22-23=-2708/3401,21-22=-2708/3401,21-24=-2135/2996, 24-25=2135/2996,20-25=-2135/2996,19-20=2954/3850,19-26=-2954/3850, 26-27=2954/3850,18-27=2954/3850,18-28=-2220/3006,17-28—2220/3006, 16-17=-2743/3413,15-16=2743/3413,13-15=-2743/3413 WEBS 3-23=0/386,3-21=758/933,5-21=-802/1044,6-21=-681/471,6-20=-212/453, 7-20=-1121/1311,8-20=-1527/1540,8-18=-540/485,9-18=-277/340,10-18=837/1039, 10-17=-353/419,12-17=-525/644,12-15=0/315 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 964 lb uplift at . joint 13. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a buss 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,seeANSr/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslitule,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 r r` Job TTlr2SS Truss Type Qty Ply 1242saa-Hernandez Res. T12915986 1242944 Piggyback Base -1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:46 2018 Page 1 I D:J BA4Y1 O1 gOYOauHBMAO?5fySnUv-5miJOs4Er516VLxFeI DdwLwY?kFDTclf6L5BHdzx2xF 2�OT 9-8-0 18-7-15 23-6-0 1 28-4.1 34-4-0 39-3-8 44-3-0 48-4-4 56-11-0 2-0-0 9-8-0 8-11-15 4-10-1 -� 5-11-15 4-11-8 4-11-8 4-1-4 8-6-12 Scale=1:105.3 6.00 F12 6x8 6x8= 4x6= 5 6 7 4X10 MT20HS!�- 6x8—_ 6x8= 8 4x6= 4x6 4x6 i 11 4X6 3 4 1 72 6 0 o 13 �1 2 1419 0 5x6= 23 22 21 24 25 .20 19 26 18 27 28 17 16 15 5x6= o 2x4 I I 5x6 5x8= 5x8= 46= 5x8= 2x4 I I 4x10 MT20HS= 5x6= 18-7-15 28-4-1 1 34-4-0 44-3-0 48-4-4 56-11-0 9-8-0 8-11-15 9-8-2 5-11-15 9-11-0 4-1-4 ' 8-6-12 Plate Offsets(X Y)-- 12:0-3-0 Edge],r8:0-4-0 0-3-41 f13:0-3-0 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.44 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.78 16-18 >865 240 MT20HS 187/143 BCLL ' 0.0 Rep Stress Incr YES WB 0.90 HOrz(fL) 0.25 13 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:432lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pUdins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-14 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 3-21,6-21,6-20,8-20 5-21,7-20,9-18,9-16:2x4 SP M 31 REACTIONS. (lb/size) 2=2202/0-8-0,13=2202/0-8-0 Max Horz 2=-211(LC 10) Max Uplift2=855(LC 12),13=-964(LC 13) FORCES. (lb)-Max.Comp./Max.Ten..-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3943/3397,3-4=-3198/2878,4-5=-3179/2912,5-6=-2766/2762,6-7=-3123/3062, 7-8=-3521/3274,8-9=-,4359/3994,9-10=-3166/2962,10-11=3483/3233, 11-12_3573/3219,12-13=-3942/3373 BOT CHORD 2-23=-2713/3401,22-23=2713/3401,21-22=-2713/3401,21-24=-2140/2994, 24-25_-2140/2994,20-25=-2140/2994,19-20=-3423(4370,19-26=-3423/4370, 18-26=-3423/4370,18-27=-3019/3862,27-28=-3019/3862,17-28=-3019/3862, 16-17=3019/3862,15-16_2728/3398,13-15=-2728/3398 WEBS 3-23=0/382,3-21=-756/934,5-21=-801/1036,6-21=-673/473,6-20=-225/435, 7-20=-1032/1258,8-20=-1829/1741,8-18=-514/588,9-18=-658/878,9-16=1160/1074, 10-16=-1200/1366,12-16=-406/539 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Extedor(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 964 lb uplift at joint 13. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)"This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek6 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 ofdesign parameters and properly incorporate this design into the overall pp�� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Jab Truss Truss Type Qty Ply 1242944-Hernandez Res. - T12915987 1242944 T13 Roof Special 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:48 2018 Page 1 I D:JBA4Y1 O1 gOYOauHBMAO?5fySnUv-18g4pY6UN iYgke5elRG5?mOt7YxW xYMyZfal LVzx2xD r2-0-0 9-11-14 19-0-0 i 23-6-0 28-0-0 36-4-0 41-3-8 1 46-3-0 1 49-10-12 1 ' S6-11-0 58-11-0 2-0 0 9-11-14 9-0-2 4-6-0 4-6-0' 8-4-0 4-11-8 4-11-8 3-7-12 2-0-0 Scale=1:105.3 6.00 F12 6x8= 4x6= 6x8= 5 6 7 4x6 6X8= 6x8= 4x6� 4 8 4x6= ' 3 2X4// m 1 0 11 0 2 12 1 13IT 20 22 23 17 24 15 25 Sx6= 21 19 18 16 14 5x6= 2x4 II 5x6 5x8= 5x8= 4x6= 5x8= 6x8= 4x10 MT20HS= , 9-11-14 19-0-0 28-" 36-4-0 46-3-0 56-11-0 9-11-14 9-0-2 9-0-0 8-4-0 9-11-0 10-" Plate Offsets(X,Y)-- (2:0-3-0,Edgel,(8:0-4-0,0-3-121,f12:0-3-0,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.48 16-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.82 16-18 >822 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.27 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight:431lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-7-15 oc bracing. WEBS 2x4 SP No.3`Except* WEBS 1 Row at micipt 3-19,6-19,6-18,a-18 5-19,7-18,9-16,9-14:2x4 SP M 31,8-18:2x6 SP No.2 REACTIONS. (lb/size) 2=2202/0-8-0,12=2202/0-8-0 Max Horz2=-214(LC 10) Max Upiift2=-859(LC 12),12=-967(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3932/3393,3-4=-3170/2877,4-5=-3048/2908,5-6=-2740/2757,6-7=3075/3043, 7-8=3515/3209,8-9—4989/4518,9-10=3306/3032,10-11=-3706/3288, 11-12=-3933/3414 BOT CHORD 2-21=2704/3389,20-21=-2704/3389,19-20=2704/3389,19-22=-2090/2940, 22-23=-2090/2940,18-23=2090/2940,17-18=4035/5007,16-17=-4035/5007, 16-24=-3397/4252,24-25=-3397/4252,15-25=-3397/4252,14-15=3397/4252, 12-14=2787/3397 WEBS 3-21=0/399,3-19=777/951,5-19=-796/987,6-19=-652/436,6-18=-266/448, 7-18=-888/1122,8-18=-2310/2190,8-16—662l764,9-16=-940/1109,9-14=-1424/1317, 10-1 4=-1 179/1400,11-14=-203/385 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.11;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 859 lb uplift at joint 2 and 967 lb uplift at joint 12. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not Ia` a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall 1g building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPiI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. - Tampa,FL 33610 I Job Truss Truss Type �Qty. Ply t242944-Hernandez Res. T12915988 1242944 T14 Roof Special 11 ' Job Reference(optional) Builders FirS1.SOUrCe, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:48 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-18g4pY6UN iYgke5elRG5?m.CVyY3YxW gyZfal LVzx2xD 1-2-0-Oi 8-6.12 17-0-0 23-6-0 30-0-0 38-4-0 4341 56 48-3-0 -11-0 $8-11-p 2-0-08-5-5 6-6-0 6-6-0 8-4=0 4-11-8 4-11-8 8-8-0 2-0-0 Scale=1:105.3 .6.00 12 "6x8= 2x4 11 - 6x8 5 6 7 7x10= 6x8 4 3 8 9 0 0 dr 2 11 1 1216 0 24 6 5x6= 22 21 20 23 19 18 17 16 15 14 13 5x6= 2x4 11 5x8= 4x10 MT20HS= 2x4 II. 8-6-12. 17-0-0 23-6-0 30-0-0 38-0-0 43-3-8 48-3-0 56-11-0 8-6-12 8-5-5 6-6-0 6-6-0 8-0-0 4-11-8 4-11-8 8-8-0 Plate Offsets(X,Y)-- (2:0-3-O,Edgej,(5:0-54,0-3-0),17:0-5-4,0-3-0),18:0-5-0,0-4-81,(10:0-5-12,03-121,(11:0-3-O,Edgej LOADING(psf) SPACING-- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL .20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.49 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.64 16-17 >800 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.19 11 n/a ri/a BCDL 10.0 Code FBC2014fFP12007 (Matrix) Weight:429 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. 7-8:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 3-20,5-19,6-19,7-19,7-17,8-17. WEBS 2x4 SP No.3`Except` 8-17:2x6 SP No.2,9-16,10-14:2x4 SP No.1 REACTIONS. (lb/size) 2=2202/0-8-0,11=220210-8-0 Max Horz2=194(LC 11) Max Uplift2=-836(LC 12),11=-951(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3978/3414,3-4=-3311/2954,4-5=3201/2983,5-6=-3314/3185,6-7=3314/3185, 7-8=-3901/3474,8-9=-5789/5140,9-10=4769/4254,10-11=3937/3321 BOT CHORD 2-22=-2741/3437,21-22=2741/3437,20-21=-2741/3437,20-23=-2045/2868, 19-23=-2045/2868,19-24=2525/3429,18-24=-2525/3429,17-18=-2525/3429, 16-17=-4747/5816,15-16=-3832/4768,14-15=3832/4768,13-14=-2667/3391, 11-13=-2666/3385 WEBS 3-22=0/355,3-20—664/821,5-20=335/530,5-19=621/879,6-19=-361/401, 7-19=305/221,7-17=1134/1431,8-17=-2716/2524,8-16—821/896,9-16—1206/1363, 9-14=-1150/1059,10-14=-1584/1840,10-13=-17/324 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.If-,Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 4x6 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 836 lb uplift at joint 2 and 951 lb uplift at joint 11. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. - Tampa,FL 33610 Job Truss FussType Qty Ply 1242944-Hernandez Res. - T12915989 1242944 T15 pecial Girder - 1 2 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 Mt7ek Industries,Inc. Tue Jan 09 15:48:50 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?StySnUv-_XygEE7kuJoY_yF1 tsIZ5B5MgMgD PSpE1 z3PQOzx2xB -2-0-0 6 8- -12 15-0-0 23-6-0 32-0-0 40-4.0 i 45-0-8 50-3-0 56-11-0 56-11-0 2 0-0 8.6-12 6-5-4 8-6-0 8-G-0 8-4-0 4-11-8 4-11-8 6-8 Scale=1:105.3 6.00 FIT 6x8 2x4 I I 6x8= 5 6 7 8 3 4 6x8= 6x8= 9 10 m 0 r 12 1 2 13IT 0 23 22 21 25 20 26 19 18 17 16 15 27 28 td 5x6= o 2x4 I I 5x8= - 5x8= 2x4 I I 6x12 MT20HS= 8-6-12 15-0-0 23-6-0 32-0-0 40-4-0 i 45-3-8 50-3-0 _56-11-0 J 8-6-12 6-5-4 8-6-0 8-0-0 4-11-8 4-11-8 - 6-8-0 Plate Offsets(X Y)-- (5:0-5-4 0-3-01 r8:0-5-4 0-3-01 f11:0-5-8 0-3-01 r12:0-3-O,Edgel,(15:0-3-8,0-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.40 17-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.82 17-18 >823 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.17 12 n/a rVa BCDL 10.0 Code FBC20147TPI2007 (Matrix) Weight:831 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. 8-9,9-11:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3*Except` 9-18:2x6 SP M 26 REACTIONS. (lb/size) 2=2630/0-8-0,12=4472/0-8-0 Max Horz2=173(LC 7) Max Uplift2 1020(LC 8),12=-2041(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4864/1835,3-4=-4365/1750,4-5=4284/1772,5-6=5088/2146,6-7=-5088/2146, 7-8=-5088/2146,8-9—6315/2513,9-10=-11968/5074,10-24—11321/4958, 1 1-24=-1 1 3 22/4 9 59,11-12=-8952/3997 BOT CHORD 2-23=1647/4215,22-23=1647/4215,21-22=1647/4215,21-25—1469/3835, 20-25=-1469/3835,20-26=-2114/5640,19-26=2114/5640,18-19=2114/5640, 1 7-1 8=-4873/1 1 994,1 6-1 7=-4747/1 1 321,15-16=-4747/11321,15-27=-3392/7857, 27-28=3392/7857,14-28=3392/7657,12-14=3379/7807 WEBS 3-23=0/292,3-21=490/420,5-21=184/523,5-20=-833/1796,6-20=497/415, 8-20=-848/501,8-18=1161/2813,9-18=6902/3184,9-17=-905/636,10-17=-118511826, TO-15=-1172/861,11-15=1668/4199,11-14=-294/1161 NOTES- .(13) 1)2-ply truss to be connected together with 1 Od(0;131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. - Bottom chords connected as follows:2x6'-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=o.18; MW FRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x6 MT20 unless otherwise indicated.- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9).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 tit between the bottom chord and any other members,with BCDL=10.Opsf. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1020 lb uplift at joint 2 and 2041 lb uplift at joint 12. aaa�� breaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate]his 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 IYifTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 l i I i Job Truss Truss Type Qty Ply 1242944-Hernandez Res. of T12915969 1242944 T15 Roof Special Girder 1 2 Job Reference(optional) Builders.FirslSource, Plant City,FL 33566 - 7.640 s Aug 16 2017 Mi-rek Industries,Inc. Tue Jan 09 15:48:50 2018 Page 2 I D:JBA4Y101 goYbauHBMAO?5fySnUv-_Xyq EE7kuJ oY_yF1 tsIZ5B5MgMgD PSpE 1 z3PQOzx2xB NOTES- (13) ` 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)134 Ito down and 171 lb up at 49-0-12,and 340 lb down and 420 lb up at 50-3-0 on'top chord,and 2186 lb down and 936 lb up at 47-1-9,and 85 lb down at 49-0-12,and 226 lb down at 50-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)'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:1-5=-54,5-8=-54,8-9=-54,9-11=-54,11-13=-54,2-12=20 Concentrated Loads(lb) Vert:11=-243(F)14=133(F)24=-94(F)27=-2186(F)28=-43(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE' _ Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314'. Tampa,FL 33610 Jab Truss Truss Type Qty Ply 1242944-Hernandez Res. T12s15990 1242944 T16 Hip 1 1 Job Reference(optional) Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 15:48:51 2018 Page 1 I D:JBA4Y101 gOYOauHBMAO?5fySnUv-SjVCRZBNfdwpb6gDQapodOeRfl?0806OFdpyygzx2xA i-2-0-0 i 8-6-12 13-0-0 20-0-9 i 26-11-7 i 34-0-0 38 47-0-0 2-0-0 8-6-12 4-5-4 7-0-9 6-10-13 7-0-9 4-5-4 8-6-12 Scale=1:85.7 6.00 f 12 6x8= 2x4 11 6x8= 5 6 7 8 9 4 3 10 0 r- m 2Z1. 11 1 I� 0 0 5x6= 19 18 17 16 20 15 14 13 - 12 5x8= 2x4 I I 5x8= 2r4 I I 8-6.12 13-0-0 20-0-9 26-11-7 34-0-0 38-5-4 47-0-0 8-6-12 4-5-4 7-0-9 6-10-13 _ 7-0-9 4-5-4 B-6-12 Plate Offsets(X,Y)-- f2:0-3-0,Edge),f5:0-5A,0-3-0),f9:0-5-4,0-3-0),fll:0-4-O,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.27 15-16 >999 ' 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(fL) -0.46 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.16 11 n1a nla BCDL 10.0 Code FBC2014/fP12007 (Matrix) Weight:338lb FT=20% LUMBER- BRACING- . TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,8-16,9-15 REACTIONS. (lb/size) 11=1721/Mechanical,2=1848/0-8-0 Max Horz2=160(LC 16) Max Uplfftl l=629(LC 8),2=-692(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3193/2703,3-4=-2779/2524,4-5=-2682/2540,5-6=-3013/2820,6-7=-3012/2820, 7-8=-3012/2820,8-9=3029/2837,9-10=-2825/2586,10-11=-3285/2797 BOT CHORD 2-19=-2200/2736,18-19—2200/2736,17-18=-1800/2433,16-17=-1800/2433, 16-20=2303/3028,15-20—2303/3028,14-15—1838/2471,13-14=-1838/2471, 12-13=-2306/2840,11-12=-2306/2840 WEBS 3-19=0/273,3-18=-456/561,5-18=-358/468,5-16=-665/890,6-16=-389/484, 8-15=449/474,9-15=-635/865,9-13=-410/506,10-13=-525/657,10-12-14/288 NOTES- (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.16; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 4x6 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 629 lb uplift at joint 11 and 692 lb uplift at joint 2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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." ®WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MTTEX REFERANCE PAGE MM-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandda.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 1242944-Hernandez Res. T72915991 1242944 T17 Hip 1 1 Job Reference o tional Builders FirstSource, Plant City,FL 33566 7.640 s Aug 16 2017 MiTek Industries,Inc.Tue Jan 09 15:48:52 2018 Page 1 I D:JBA4Y1 O1 gOYOauH BMAO?5fySnUv-wvl3bev9?Qx2GDGPP—HK1 ACACH9LFtRKXU HYVUGzx2x9 -2-0-0 7-719-4-9 27-7-7 36-0-0 39-4-14 47-0-0 2-0-0 7-7-1 3-4-15 8-4-9 8-2-13 8-4-9 3-4-15 7-7-1 Scale=1:84.2 6x8= 2c4 I 5x6= 4x6= 6x8= 4 5 6 7 8 6.00 FIT 2x4\\ c 2x4 3 9 0 10 2 I� o ,6 0 1 0 5x6= 16 17 15 14 18 13 12 19 11 5x8= 4x6= 4x6 5x8= 4x6= 4x6= 4x6= 77-0-0 -4-9 27-7-7 36-0-0 47-0-0 - 11-0-0 8-4-9 8-2-13 8-4-9 71-0-0 79 Plate Offsets(X,Y)— f2:0-3-0 Edge) (4:0-5-4 0-3-01 18.0-5-4 0-3-0) (10:0-4-0 Edge) LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.32 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.55 13-14 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:318 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-7-9 oc bracing. 12-15:2x6 SP M 26 WEBS 1 Row at midpt 4-14,7-14,8-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1 0=1 721/Mechanical,2=1848/0-8-0 Max Horz2=142(LC 16) Max Upliftl0=-670(LC 8),2=-714(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3174/2713,3-4=-2933/2602,4-5=3533/3198,5-6=-3532/3199,6-7=-3532/3199, 7-8=-3555/3222,8-9=-3005/2674,9-10=-3257/2815 BOT CHORD 2-16=2224/2727,16-17=1937/2591,15-17=-1937/2591,14-15=1937/2591, 14-18=2769/3555,13-18=2769/3555,12-13=1996/2652,12-19_1996/2652, 11-19=1996/2652,10-11=-2343/2845 WEBS 3-16=239/417,4-16=-259/461,4-14=982/1218,5-14=463/578,7-13=-503/568, 8-13=-927/1183,8-11=-331/503,9-11=-293/505 NOTES- (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=18ft;Cat.II;Exp C;Encl.,GCpi=0.18; MW FRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)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 Toads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 670 lb uplift at joint 10 and 714 lb uplift at joint 2. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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 Mek` Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System ' ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 1 dimensions shown in ff-in-sixteenths Failure t0 Follow Could Cause Property /4 offsets are indicated, (Drawings not to scale) Damage Or Personal Injury Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 C1-2 C2-3 2, Truss bracing must be,designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 0 WEBS �'. may require bracing,or alternative Tor I T O Q bracing should be considered, b 0 3, Never exceed the design loading shown and never O �° = stack materials on inadequately braced trusses. a O 0 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c2-8 Cba c5-6 designer,erection supervisor,property owner and plates 0-1/0 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of.truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be-suitably g y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE" use.with fire retardant,preservative treated,or green lumber. ]CC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the I width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 X 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION - 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown land/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 1 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 th 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16•Do not cut or alter truss member or plate without prior. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer• reaction section indicates joint number where bearings occur. 17,Install and load vertically_unless indicated otherwise. Min size shown is for crushing only. �� 18. or treated lumber may Use of green y 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 Nil DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, " 20,Design assumes manufacture in accordance with " Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 Peawr 17ri-04+/ 56-11-DO 15-04-00 41•D7.00 0.ECEIVED 'a D a a JAN]2 7010 oJ01 clot Perm1tun9 Department St.Wcla county CJ02 g CJ02 qq q 4 g CJ03 CJ03 dd T01 1.0-00 20-05-00 14-02.00 1-0-CIO 7-00-00 T02 T03 S TO4 TOS T06 T07 TOB - 1 N2•C 0. T09 NOTES: TDB ).)REFER TO NIB 91(RECOMMENDATIONS FOR HANDLING INSTAIATION AND To 1-0-0B 0 TEMPORARY BRACING.)REFER TO TO ENGINEERED DRAWINGS FOR PERMANENT T09 BRACING REQUIRED. 9 q Hatch Legend 2.)AII TRUSSES(INCLUDING TRUSSES UNDER Tog VALLEY FRAMING)MUST BE COMPLETELY 04 7-00-00 1 OI O11 DECKED OR REFER OR DETAIL VIOS FOR T09 ALTERNATE BRACING REQUIREMENTS. T09 5 3JAll VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER. T10 5 . 4JALL TRUSSES ARE DESIGNED FOR)'C.C. Tll POEI MAXIMUM SPACING UNLESS OTHERWISE NOTED. T72 D S.)ALL WALLS SHOWN ON PLACEMENT PLAN T13 ARE CONSIDERED LOAD BEARING UNLESS •\ 9-11AD p$p � OTHERWISE NOTED. T74 Hmga d d 6JSY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. T15 71g A F > > q CJ03 ;.)BEAM/HEADER/UNTEL (HDR) TO BE URNISHED BY BUILDER ) Tu2a T17 m n-$ CJ02 Tie 13 CJ01 JOBUOders FerstSource Tie -, n. y Jacks nvMe CJ03 CJD3 �1 PHONE:9047724100 FAA:P041T2-19T2 g pdq Tampa CJ02 q CJ02 N PHONE 01J 1.9e31 FAA:ai-85B- CJot Freeport CJ01 PHONE a50-a].541 FAK:aS0-02NSS3 .y ' BUIIDFA: 9 ON - Z G ' ' 9 ^ ' ! ' ^ 9 w @ M @ @ @ @ i JDL Builders,LLC. �� 17-11-00 29-01.00 9-11-00 -_ LEOAL ADOREss: 56-11-00 - Muller Road Fort Pierce,FL ' File MODEL: R."..: J1 }�1{y iYL2 .dez Res. R•vBr. DATE: D—Or. •0 10116/17 CJ 12429" MITEK PLATE APPROVAL #Is 2197.2 - 2197.4, WEYERHAUSER PRODUCT #Is 1630.2 - 1630.10 ` ` •• 1242944