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HomeMy WebLinkAboutTRUSSMIM NIII0 MiTek' RE: 1449 B - SCANN5D BY St Lucie C®Ui b nber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: Wade Jurney Homes Lot/Block: 5723 Address: 8207 Fort Walton Ave City: Project Name: _ Model: 1449 B Subdivision: Lakewood Park State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T22341986 Al 1/5/21 2 T22341987 A2 1/5/21 3 T22341988 CA 1/5/21 4 T22341989 CJ3 1/5/21 5 T22341990 CJ5 1/5/21 6 T22341991 EJ3 1/5/21 7 T22341992 EJ5 1/5/21 8 T22341993 EJ5A 1/5/21 9 T22341994 EJ7 1/5/21 10 T22341995 GR1 1/5/21 11 T22341996 GR2 1/5/21 12 T22341997 GR3 1/5/21 13 T22341998 H1 1/5/21 14 T22341999 H2 1/5/21 15 T22342000 H3 1/5/21 16 T22342001 H4 1/5/21 17 T22342002 H5 1/5/21 18 T22342003 H6 1/5/21 19 T22342004 H7 1/5/21 20 T22342005 HJ1 1/5/21 21 T22342006 HJ2 1/5/21 22 T22342007 HJ3 1/5/21 No. Seal# Truss Name Date 23 T22342008 T1 1/5/21 24 T22342009 T2 1/5/21 25 T22342010 T3 1/5/21 26 T22342011 T4 1/5/21 27 T22342012 T5 1/5/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification 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 shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter2. PQULN VF! �1i 8182 r = yt '. STATE. OF • 4/ 0 SIP N A11 1�:�� Joaquin.velei PE No.68182 MITek USA, Ine-FL Cart 66M 6904 Parke bif lvd. Tampa FL 33610 Date. January 5,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T22341986 1449 B Al Common 7 1 Job Reference (optional) Builders FirslSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:53 2021 Page 1 ID:hNQoQTzK_wvsy_l cN01y?Lz8mOV-Rk9bmNwvKVjHoRL2yMm_zGPvYOpx11d3CnsDABzySae 1-06-8-12 12-7-12 18-6-12 24-5-12 30-4-12 37-1-8 8-1- 0- 6-8-12 5 11-0 5-11-0 5-11-0 5-11-0 6-8-12 0- Scale = 1:66.2 5x6 = 4.00 12 ST1.5x8 STP = "' .1 14 "' ST1.5x8 STP = 3x8 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20201TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except` 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=192(LC 11) Max Uplift 2=-813(LC 12), 10=-813(LC 12) Max Grav 2=1421(LC 1), 10=1421(LC 1) 3x8 = 3x6 = 3x4 = 3x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.74 Vert(LL) 0.36 14 >999 240 MT20 244/190 BC 0.86 Vert(CT)-0.5612-14 >781 180 WB 0.78 Horz(CT) 0.16 10 n1a n/a Matrix-SH Weight: 174 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directy applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3385/2537, 3-5=-3090/2314, 5-6=-2166/1751, 6-7=-2166/1751, 7-9=-3090/2314, 9-10=-338512537 BOT CHORD 2-16=-2290/3153, 14-16=1823/2609, 12-14=-182412609, 10-12=-2291/3153 WEBS 6-14=-736/1040,7-14=762/696,7-12=-231/533,9-12=-345/416,5-14=-7621696, 5-16=-231/533,3-16=-345/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-M to 3-0-0, Interior(1) 3-M to 18-6-12, Exterior(2R) 18-6-12 to 22-6-12, Interior(l) 22-6-12 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-M tall by 2-M 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 813 Ito uplift at joint 2 and 813 Ito uplift at joint 10. N IA I No 681.82' ►'fl . it ' ST OF :* �,Q'.. Joaquin Velez"P.E No.68182 MITek QSA;,Inc..FL Cefl,6634 6904 Parke East Blvd Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 generalguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T22341967 1449 B A2 Common 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33554, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 05:48:54 2021 Page 1 ID:hNQoQTzK_wvsy_l cN01y?Lz8mOV-vwjz_ jwX5or8QbwEV3HDVTy1 QQAXmK4CRRcmjdzySad -1-0-0 4-9-0 8-8-4 12-7-8 16-11-0 1-0-0 4-9-0 3-11-4 3-11-4 4-3-8 Scale = 1:30.3 5x6 = ST1.5x8 STP = 3x8 = 3x6 ST1.5x8 STP = 2x4 O ST1.5x8 STP = 3x6 5-5-8 6-4-6 11-11-0 16-11-0 5-5.8 0-10-14 5-6-10 5-0-0 Plate Offsets (X,Y)— [2:0-0-2,0-0-0] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.10 2-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.10 2-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 66 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-8-0, 2=0-8-0, 5=0-8-0 Max Horz 2=94(LC 11) Max Uplift 4=-110(LC 12). 2=-337(LC 12). 5=-288(LC 12) Max Grav 4=164(LC 22), 2=489(LC 1), 5=643(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-047/513 BOT CHORD 2-7=-385/538, 5-7=-343/356 WEBS 3-7=-56/381.3-5=-682/700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-84. Exterior(2R) 8-8-4 to 12-8-4, Interior(1) 12-8-4 to 16-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members ,`�11111171/��' and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `0 U 1 N 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,`t,% OP.Q, to the use of this truss component. ,4 , ,•'�-G E P7•S+ •• i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ V F••�, �' 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide �- will fit between the bottom chord and any other members. N O 68182 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 337 lb uplift at * .• •: joint 2 and 288 lb uplift at joint 5. = � -0 �! S OF A, SS�� N AL E�•�`�. 1j�f111.11.11��' Joaquln VeleYPE No.66182._ MiTek USA, Inc: FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341988 1449 B CA Comer Jack 10 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:54 2021 Page 1 ID:hNQoQTzK wvsy_1cN01y?Lz8mOV-vwjzJwX5or8QbwEV3HDVTyE2QLSmOBCRRcmjdzySad 1-0-0 1-0-0 LOADING (psf) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-P - LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-8(LC 1). 2=-142(LC 12) Max Grav 3=25(LC 12). 2=125(LC 1). 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale= 1:6.1 N_ A 6 2x4 = ST1.5x8 STP = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 2441190 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.003 n/a n/a Weight: 5 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding B lb uplift at joint 3 and 142 Ito uplift at joint 2. No 68182. ST OF.. ONA` EEO - >Iirl Joaquin Velez PE No.68182 MITek USA„Inc. It Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1012020 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341989 1449 B CJ3 Comer Jack 6 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:55 2021 Page 1 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-07HLB3x9s6z?21VQ3noS2h UOgpgkVgMLf5LKF3zySac -1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 30 = ST1.5x8 STP = 3-0-0 3-0-0. Plate Offsets (X,Y)— [2:0-0-0,Edge] LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 12) Max Uplift 3=-43(LC 12), 2=-165(LC 12) Max Grav 3=55(LC 17). 2=187(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to for truss to truss connections. �tl l l l l l l lj girder(s) 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 43 lb uplift at joint 3 and 165 lb uplift at N plate 2.•E�N %% joint No 681.82 O.. S OF :(44 •.0�' •,off R ��nn11:1n1``� Joaquin Velez PE No.68182 MITek USA, Inc..FL Cart6634 6904 Parke East Blvd Tampa FL 33610 Date: January 5,2021 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. WIF Design valid for use only with MTekOO 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 % ith possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T22341990 1449_B CJ5 Comer Jack 4 1 Job Reference (optional) i5ullOers FirsiSource t I amps, FL), I ampa, FL - 6JO04, 1-0-0 46 = ST1.5x8 STP = 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:55 2021 Page 1 ID:hNQoQTzK wvsy_lcN01y?Lz8mOV-07HLB3x9s6z?21VQ3noS2hUG6pdrVgMLf5LKF3zySac 5-0-0 Scale= 1:13.3 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2.4 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=115(LC 12) Max Uplift 3=-105(LC 12), 2=-187(LC 12) Max Grav 3=116(LC 17), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-M or purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 3 and 187 lb uplift at joint 2. QUiN.� VFW .,�. oi No 08182 Joaquin Velez PE No.68182 NII7ek USA,,Inc..FL Cert.6634 6904 Parke East'Blvd: Tampa _FL 33610 Date: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 KWIC always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341991 1449_B EJ3 Jack -Open 7 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:56 2021 Page 1 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-sJrjOPyncQ5sfv4ddUJhau1 ZaDOzEHcVul5tn WzySab -1-0-0 3-0-0 1-0-0 3-0-0 3x4 = ST1.5xB STP = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-0 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 12) Max Uplift 3=43(LC 12), 2=-216(LC 12), 4=-42(LC 8) Max Grav 3=55(LC 17). 2=187(LC 1), 4=52(LC 3) FORCES.' (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3, 216 lb uplift at joint 2 and 42 lb uplift at joint 4. ,•• & I N VF �•. �� G E N s * .0 No 6,8182 -03 ST OF ' QJ 111 Joaquin Velez PE No.68182 MiTek USA,•Inc..FL Cert 6634 69114 Pattie East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/191202b 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 verily 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 MITOk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 qualify Criteria, OSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341992 1449 B EJ5 JACK -OPEN 7 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:57 2021 Page 1 ID:hNQoQTzK_wvsy_l cN01y?Lz8mOV-KVP6clzQNjDjH2fpBCgw76ZccdJJzkse7PgRKyzySaa 1-0-0 5-0-0 Scale = 1:12.7 46 = ST1.5xB STP = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=115(LC 12) Max Uplift 3=105(LC 12). 2=-187(LC 12) Max Grav 3=116(LC 17), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-M to 3-M, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-M wide will fit between the bottom chord and any other members. I I Ilot" %I , 1 5) Refer to for truss to truss connections. �.�` co N �� girder(s) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ito uplift at joint 3 and 187 lb uplift at ,� OP-� �, • ... • I� , ,• * G E N &' _ joint 2. ,�� �' V 4 � r No 6818:2 v. Z S OF i•411 �i���••:< R�QP���. '`4 O N A� %%to �• Joaquin Velez PE No.68182 MiTek USA, Inc. FIL WHOM 6904 Parke East Blvd Tampa FL 33610 bate: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5I7912020 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341993 1449_B EJ5A Jack -Open 1 1 J Job Reference (optional) irstSource (Tampa, FL), Tampa, FL-33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:57 2021 Page 1 ID:h NQoQTzK_wvsy_l cN01y?Lz8mOV-KVP6clzQNjDjH2fpBCgw76ZaudJJzkse7PgRKyzySaa Scale = 1:12.7 2x4 = ST1.5x8 STP = 5-0-0 5-M Plate Offsets (X,Y)— rl:0-2-14,0-0-101 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a rile BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 15 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=90(LC 12) Max Uplift 1=-74(LC 12), 2=-120(LC 12) Max Grav 1=170(LC 1), 2=125(LC 17), 3=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 4-4-0, Interior(1) 4-4-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.8-0 tall by 2-0-0 wide 1� 11111J8i the chord nd any other members. wil5) Relfit fer Pdul�J+��� oetween girder(s) forrottom tru s to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74Ito uplift at joint 1 and 120 lb uplift at 2. `,�%, ,��� J� •+� G•E (� 5; ••;C�'�ji joint No 6,8182 O.' S OF .40`. o. ��nilanl Jbaquln Velez PE No.68182 MIT& GSA,.Inc..FL Cert.6834 6904 Parke East Blvd Tampa FL 33610 Date: January 5,2021 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 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 Mole always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB•89 and Bost Building Component 6904 Parke East Blvd. Safefylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341994 1449_B EJ7 Jack -Open 13 1 Job Reference (optional) tiu00ers FlfstJOufce( I ampa, I-L), Iampa, FL-335ti4, 4X6 = ST1.5x8 STP = 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:48:58 2021 Page 1 ID:hNQoQTzK_wvsy_lcN01y?Lz8mOV-ofzUp5z281LavCD?kvL9gJ6jU1YEiB6oM3a sOzySaZ 7-0-0 7-0-0 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Wen Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.16 2-4 >490 240 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.18 2-4 >448 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-143(LC 12), 2=-216(LC 12) Max Grav 3=163(LC 17), 2=324(LC 1). 4=120(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale= 1:16.9 N N_ n` N O1 N PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 3 and 216 lb uplift at joint 2. IN VIAZ E N $ •• ��i No 68182 p' ST Of. '441 0. Al- �Un:nl+ Joaquin Velez PE No.68182 MITek USA, Inc. K Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekO 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 andlor chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"Pl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341995 1449_B GR1 Hip Girder 1 Job Reference (optional) -•� �•- � • •�•��� �� o,,,ro. • �n o,,,No, - ����+, o.wu s "uv ou tutu Ivn 1 ex inausines, Inc. I us aan o ud:46:oa zuzi rage 1 ID:hNQoQTzK_wvsy_l cN01y?Lz8mOV-Gu Wsl R-gvLURWMoCIcsOC WfukRsjRQ4xajKXOgzySaY 14-7-15 22-5.9 30-1-8 37-1-8 8-1- 7-7-15 7-9-11 7-7-15 7-0-0 -0- Scale = 1:67.4 6x12 MT20HS = 6x12 MT20HS = 4.00 12 2x4 II 6x8 =4x4 = 3 16 17 18 19 20421 22 23 24 5 625 26 27 28 29 30 7 ST1.5xB STP = 15 31 32 14 33 13 34 35 36 37 12 38 09 40 41 10 ST1.5x8 STP = 2x4 II 6x8 = 4x12 = 4x12 = 6x8 = 2x4 II Plate LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.86 12-13 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.06 12-13 >414 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 423 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. 3-5,5-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-13 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 11-14: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=77(LC 7) Max Uplift 2=-1753(LC 8), 8=-1766(LC 8) Max Grav 2=2790(LC 1), 8=2790(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7897/4791,3-4=-11838/7387,4-6=-11836/7385,6-7=-11899/7441,7-8=-7887/4825 BOT CHORD 2-15=-4438/7428, 13-15=-4429/7391, 12-13=-7289/11897, 10-12=-0462/7383, 8-1 0=-4470/741 9 WEBS 3-15=-135/718,3-13=-2924/4732,4-13=-940/860,6-12=-956/860,7-12=-2945/4802, 7-1 0=-1 25/707 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 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 Do. 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 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates 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-M wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1753lb uplift at joint 2 and 1766 lb uplift at joint 8. %0PQUIN No 68182 r 0:. S OF :�41�/ Z. Joaquin Velez PE No.68182 MITek USA,.Inc-FL Cert,6634 6904 Parke East Blvd. Tampa FL 33610 Dater January 59ng1 ;ontinued on page 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341995 1449_B GR1 Hip Girder 1 Job Reference (optional) builders rlrstbource (I ampa, FL), I ampa, FL - 33554, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:00 2021 Page 2 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-k44EEm? Igecl8WNOsKOdlkB3TgByAtK4pN35wHzySaX NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 256 lb up at 7-0-0, 106 lb down and 134 lb up at 9-0-12, 106 lb down and 134 lb up at 11-0-12, 106 lb down and 134 lb up at 13-0-12, 106 lb down and 134 lb up at 15-0-12, 106 lb down and 134 lb up at 17-0-12, 106 lb down and 134 lb up at 18-6-12, 106 lb down and 134 lb up at 20-0-12, 106 lb down and 134 Ib up at 22-0-12, 106 lb down and 134 lb up at 24-0-12, 106 lb down and 134 lb up at 26-0-12, and 106 lb down and 134 lb up at 28-0-12. and 223 lb down and 256 lb up at 30-1-8 on top chord, and 296 lb down and 167 lb up at 7-0-0, 81 lb down and 20 lb up at 9-0-12, 81 lb down and 20 lb up at 11-0-12. 81 lb down and 20 lb up at 13-0-12, 81 lb down and 20 lb up at 15-0-12, 81 lb down and 20 lb up at 17-0-12, 81 lb down and 20 lb up at 18-6-12, 81 lb down and 20 lb up at 20-0-12, 81 lb down and 20 lb up at 22-0-12, 81 lb down and 20 lb up at 24-0-12, 81 lb down and 20 lb up at 26-0-12, and 81 lb down and 20 lb up at 28-0-12, and 296 lb down and 167 lb up at 30-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=54, 2-8=-20 Concentrated Loads (lb) Vert:3=-176(F) 7=-176(F) 15=-296(F) 10=-296(F) 17=-106(F) 18=-106(F) 19=-1 06(F) 21=-106(F) 22=-1 06(F) 23=-106(F) 24=-106(F) 25=-106(F) 27=-106(F) 28=-106(F) 29=-1 06(F) 31=-57(F) 32=-57(F) 33=-57(F) 34=-57(F) 35=-57(F) 36=-57(F) 37=-57(F)38=-57(F) 39=-57(F) 40=-57(F)41=-57(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341996 1449 B GR2 GABLE 1 1 Job Reference (optional) ouuuela rnslauucC t I dnlyd, ru), 1 amps, ru - JJOe9, 0, JU 5 IVOV OU LULU MI IeK Inausines, Inc. I ue Jan J Ud:4e:U1 zuzl rage i ID:hNQoQTzK wvsy_lcN01y?Lz8mOV-CGecS60wRyk9mgyaQlvsHxkDwEaXvKOE20peTjzySaW 1-0 8-4-4 15-10-13 21-4-3 26-9-10 29-5-9 32-1-8 37-1-8 8-1- -0- 8-4-4 7-6-8 5-5-6 5-5-6 2_ _1 2-7-15 5-0-0 1-0-0 Scale = 1:70.1 4.00 F12 5x6 = 5 36 4x6 3x4 15� 4 6 35 3x4 = 3 7 36 8x14 MT20HS = 6x12 MT20HS = 22 2 8 9 10 2 ' 1 ZJ 3 = 34 3 39 a 12 13 Ic, 6 ST1.Sx8 STP = 21 20 19 40 41 42 18 17 43 44 45 46 - 16 15 14 ST1.5x8 STP = 5x6 = 5x8 4x8 = 6x8 = 5x12 = 5x8 = 6x12 MT20HS = 8.4.4 15-10-13 21-4-3 26-9-10 29-5-9 32-1-8 37-1-8 8-4-4 ' 7.6-8 5-5-6 5-5-6 2-7-15 2-7-15 Plate Offsets (X,Y)— [2:0-6-14,0-0-11, [11:0-6-0,0-1-111, [12:0-5-2,0-0-0L [18:0-3-8,0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (Icc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.79 16-18 >553 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.98 16-18 >448 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 255 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied. 4-5: 2x4 SP M 31, 11-13: 2x4 SP No.2, 1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 9-18 WEBS 2x4 SP No.3 `Except' JOINTS 1 Brace at Jt(s): 22, 24. 34 6-18,11-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Herz 2=-165(LC 6) Max Uplift 2=-1040(LC 8). 12=-1324(LC 8) Max Grav 2=1689(LC 1), 12=2026(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4241/2472, 3-5=-3338/2076, 5-6=-3238/2039, 6-7=-5195/3279, 7-8=-5247/3289, 8-9=-5774/3629,9-10=-7384/4689,10-11=-7385/4690,11-12=-5406/3382 BOT CHORD 2-21=-2226/3950, 19-21=2226/3950, 18-19=-3234/5382, 16-18=-5494/8877, 15-16=-5472/8865,14-15=-3129/5075,12-14=-3120/5079 WEBS 3-21=0/320, 3-22=-972/537, 19-22=-874/413, 19-23=-1035/1724, 5-23=-1036/1726, 19-24=-2365/1586, 6-24=-2367/1587, 18-25=-779/1380, 6-25=-809/1414, 9-18=-3530/2282,9-15=-1708/1035,11-15=-1680/2682,23-24=-336/214,24-25=-332/213, 25-34=-520/335, 8-34=-519/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tail by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 2 and 1324 lb uplift at joint 12. ;ontinued on page 2 .•'�GEIVg•� '�. F• i No 68182 33:_ ST OF ��� 10 'R 1 '���1111.11111�, Joaquin Velez PE No.68182 MITek U§A, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119I2020 BEFORE USE. ' Design valid for use only with MTek@ connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYM11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 _Innlinni ri 9f171 Job Truss Truss Type Qty Ply T22341996 1449 B GR2 GABLE 1 1 Job Reference (optional) Cull0ers First iource (I ampa, f-L), I ampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:01 2021 Page 2 ID:h NQoQTzK_wvsy_1 cN01y?Lz8mOV-CGecS60wRyk9mgyaQl vsHxkDwEaXvKOE20peTizySaW NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 106 lb up at 22-0-12, 100 lb down and 106 lb up at 24-0-12, 100 lb down and 106 lb up at 26-0-12. 100 lb down and 106 lb up at 28-0-12, and 100 lb down and 106 lb up at 30-0-12, and 234 lb down and 235 lb up at 32-1-8 on top chord, and 120 lb down and 121 lb up at 18-0-12, 120 lb down and 121 lb up at 20-0-12, 52 lb down at 22-0-12, 52 lb down at 24-0-12, 52 lb down at 26-0-12. 52 lb down at 28-0-12, and 52 lb dawn at 30-0-12, and 110 lb down and 18 lb up at 32-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-5=-54, 5-9=-54, 9-11=-54, 11-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 11=-138(B) 14=-66(B) 8=-60(B) 35=-60(B) 36=-60(B) 37=-60(B) 39=-60(B) 40=-120(B) 41=-120(B) 42=-26(B) 43=-26(B) 44=-26(B) 45=-26(B) 46=-26(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MITek0 cannectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341997 1449 B GR3 GABLE 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33554, 8.430 s Nov 30 2020 MiTek Industnes, Inc. Tue Jan 5 08:49:02 2021 Page 1 ID:hNQoQTzK_wvsy_1 cNOly?LzBmOV-gTC?fS 1 YCGsONgXmzIQ5g9HSiesKezU NGgYB?9zySaV -1-0-0 4-9-0 8-8-4 12-7-8 17-4-8 18-4-8 1-0-0 4-9-0 3-11 4 3 11 4 4-9-0 1-0-0 Scale = 1:31.2 4x4 = ST1.5x8 STP = 5x8 = ST1.5x8 STP = 4x4 = 40 = 8-8-4 17-4-8 8-84 8-8-4 Plate Offsets (X Y)- [2:0-3-14,Edge] [8:0-3-14,Edgel, [10:0-4-0,0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.37 8-10 >538 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) 0.33 8-10 >603 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) -0.05 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-SH Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-12 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0.8-0 Max Horz 2=95(LC 7) Max Uplift 2=968(LC 8), 8=-998(LC 8) Max Grav 2=713(LC 1). 8=713(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1404/1860,3-4=-1251/1555,4-5=-987/1360,5-6=-987/1358,6-7=-1251/1567, 7.8=-1404/1924 BOT CHORD 2-10=-1702/1295, 8-10=-1761/1295 WEBS 10-12=-063/437, 5-12=663/437, 10-13=-270/215, 6-13=-315/271, 4-11=-018/247, 10-11 =-272/161, 3-11 =223/344, 11-12=-235/415, 12-13=-236/423, 7-13=-223/364 NOTES- 1) Unbalanced roof live loads have been considered for this design. ` %% � 2) Wind: ASCE 7-16; Vult= 160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed end vertical left right left ,,��� V�I/�JI' ; and exposed; porch OP.. and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`% ,-•� G E �/ S+'• �� �r F•••;, 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ♦ Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. No, 68182 • 4 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss use of component. = 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. �'1J 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •� F ((/ SfOR 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide fit between the bottom chord and any other members. �(/ �' ��j T• .�Q will .• �i��sj I '�N 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 lb uplift at joint 2 and 998 lb uplift at • joint 8. 10) Hager(s) or other connection device(s) shall be provided sufficient tc support concentrated load(s) 99 Ib down and 118 Ib up at�� 3-", and 99 lb down and 118 lb up at 14-3-7 on top chord, and 22 lb down and 86 lb up at 3-0-0, 12 lb down and 44 lb up at 5-1-1. 12 lb down and 44 lb up at 7-1-1. 12 lb down and 44 lb up at 9-1-1, 12 lb down and 44 lb up at 10-3-7, and 12 lb down and Joaquin Velez PE ND.68182 44 lb up at 12-3-7, and 22 lb down and 86 lb up at 14-3-7 on bottom chord. The design/selection of such connection device(s) is MITek USA, Inc.. FL Cert 66A the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: January, 5.2021 36 &GA69fte$andard A WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE ' Design valid for use only with MTekO 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 end/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnforrnatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22341997 1449_ GR3 GABLE 1 1 LbB Reference (optional) ounueis ruscaource t i arnpa, rLy, r amps, rL - aaao4, I 8.43U 5 NOV 3U 2U2U MfI eK Industries, Inc. TUB Jan 5 08:49:02 2021 Page 2 ID:hNQoQTzK wvsy_1cNOly?Lz8mOV-gTC?fS1YCGsONgXmzIQ5g9HSiesKezUNGgYB?9zySaV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 3=-4(B) 7=-4(B) 16=3(B) 17=-6(B) 18=-6(B) 1 9=-6(B) 20=-6(B) 21=-6(B) 22=-3(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE Design valid for use only with MfrekBconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall .� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply JH1 T22341998 1449_B Hip 1 1 Job Reference (optional) [Sunders FlrstSource (Tampa, FL), Tampa, FL - 33564. 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:03 2021 Page 1 ID:hNQoQTzK wvsy_1cNOly?Lz8mOV-9fmNso1BzZ_t?_6zXSxKMMpd72DPNHeXVKIIXczySaU i1-0-0 4-10-14 13-9-6 23.4-2 32-2-10 37-1-8 38-1-8 1-0 d 4-10-14 8-10-8 9-6-12 8-10-8 4-10-14 -0- Scale = 1:67.4 4.00 12 5x6 = 4x6 = 4x10 MT20HS = 4x6 = 4 5 19 6 20 7 5x6 = ST1.5x8 STP = 16 15 14 13 12 ST1.5x8 STP = 3x8 = 3x8 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20201TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-0,6-8: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=-813(LC 12). 10=-813(LC 12) Max Grav 2=1421(LC 1). 10=1421(LC 1) 3x8 MT20HS = 3x4 = 3x8 MT20HS = 3x8 = 3x8 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.67 Vert(LL) 0.50 14 >877 240 MT20 2441190 BC 0.86 Vert(CT) -0.76 12-14 >579 180 MT20HS 1871143 WB 0.75 Horz(CT) 0.19 10 n/a n/a Matrix-SH Weight: 184 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-6-8 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3426/2797, 3-0=-3221/2525, 4-5=-2991/2426, 5-7=4074/3185, 7-8=-2991/2426, 8-9=-3221/2525, 9-10=3426/2797 BOT CHORD 2-16=-2556/3189, 14-16=-3008/3916, 12-14=-3016/3916, 10-12=-2548/3189 WEBS 3-16=-199/368, 4-16=-5491810, 8-12=-549/810, 9-12=-200/368, 5-16=-1167/992, 5-14=0/373,7-14=0/373,7-12=-1167/992 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteridr(2E) -1-M to 3-0-0, Interior(1) 3-0-0 to 9-M, Exterior(2R) 9-M to 14-7-14, Interior(1) 14-7-14 to 28-1-8, Exterior(2R) 28-1-8 to 33-9-6, Interior(1) 33-9-6 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 813 lb uplift at joint 2 and 813 lb uplift at joint 10. t2 A A n IA 6 %%%% cNIN GENg' No 68182 -O t OF �L:: i�'rZ0 N A n0%%%% Joaquin Wei PE.No.68182 MiTek USA, Inc. FL Cert,6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply ;SS T22341999 1449_B Hip 1 1 Job Reference o tional FlrstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:04 2021 Page 1 ID:h NQoQTzK_wvsy_1 cN01y?Lz8mOV-drK1482pkt6kd7h95ASZvaMkgSZE6jQgk_1132zySaT 1-0- 5-10-14 11-0-0 18-6-12 26-1-8 31-2-10 37-1-8 8-1- -0 5-10-14 5-1-2 7-6-12 7.6-12 5-1-2 5-10-14 -04 Scale = 1:67.4 4.00 12 5x6 = 2x4 II 5x6 = 4 19 20 5 21 22 6 of IA 6 ST1.5x8 STP = 16 15 14 13 12 11 10 ST1.5x8 STP = 3x8 = 2x4 II 3x4 = 4x6 = 3x8 4x6 — 3x4 = 2x4 11 3x8 = 5-10-14 11-0-0 18-6-12 26-1-8 31-2-10 37-1-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.94 BC 0.88 WB 0.78 Matrix-SH DEFL. in (loc) I/detl L/d Vert(LL) 0.46 13 >957 240 Vert(CT) -0.66 11-13 >661 180 Horz(CT) 0.18 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 175 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-6-0 Max Horz 2=118(LC 10) Max Uplift 2=-813(LC 12), 8=-813(LC 12) Max Grav 2=1421(LC 1), 8=1421(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3461/2769, 3-4=-2990/2423, 4-5=-3415/2843, 5-6=-3415/2843, 6-7=-2990/2423, 7.8=-3461/2769 BOT CHORD 2-16=-2526/3212, 15-16=2526/3212, 13-15=-2065/2783, 11-13=-2057/2783, 10-11 =-2518/3212, 8-1 0=2518/3212 WEBS 3-15=-476/490, 4-15=-156/382, 4-13=-566/852, 5-13=-465/543, 6-13=566/852, 6-11=-156/382. 7-11=477/490 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. ,`�111111'1/���I %%% U1 N 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. �� P.Q • ••• II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(21R) E N 1 �� ��� S4 11-M to 16-7-14, Interior(1) 16-7-14 to 26-1-8, Exterior(2R) 26-1.8 to 31-9-6, Interior(1) 31-9-6 to 38-1-8 zone; cantilever left and �� : right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60ft No 68182 plate gripDOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific' to the use of this truss component. ' = 4) Provide adequate drainage to prevent water ponding.:�:: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .S F O 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-M 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 813 Ib uplift at joint 2 and 813 Ib uplift at V .R-'��,�� i,;�is'O joint 8. N Joaquill%velez PE No.68182 MTTek USA,Jnc_ FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING- Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511812020 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safely/nformalfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3661C Job Truss Truss Type Qty Ply T22342000 1449_B H3 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564. 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:05 2021 Page 1 ID:hNQoQTzK_wvsy_lcN01y?Lz8mOV-52u7HU3RVBEaEHGLftzoSnvwgruerEkgzenscUzySaS 1-0- 6-10-14 13-0-0 18.6-12 24-1-8 30-2-10 37-1-8 8-1- -0- 6-10-14 6-1-2 5-6-12 5.6-12 6-1-2 6-10.14 -0- Scale = 1:67.4 5x6 = 2x4 11 5x6 = 4.00 12 4 19 5 20 6 21 ST1.5x8 STP = 16 3x8 = 2x4 II LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=137(LC 11) Max Uplift 2=-813(LC 12). 8=-813(LC 12) Max Grav 2=1421(LC 1). 8=1421(LC 1) 15 " 13 11 10 3x6 = 3x8 = 3x4 = 2x4 II 3x4 = 3x6 = 18-6-12 24-1.8 30-2-10 , ST1.5x8 STP = 3x8 = CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.85 Vert(LL) 0.41 13 >999 240 MT20 244/190 BC 0.93 Vert(CT) -0.58 11-13 >761 180 WB 0.52 Horz(CT) 0.18 8 n/a n/a Matrix-SH Weight: 178 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3444/2756, 3-4=-2781/2299, 4-5=-2846/2455, 5-6=-2846/2455, 6-7=-2781/2299, 7-8=-3444/2756 BOT CHORD 2-16=-2508/3195, 15-16=-2508/3195, 13-15=-1909/2571, 11-13=-1902/2571, 10-11=-2500/3195,8-10=-2500/3195 WEBS 3-16=0/262,3-15=-677/636,4-15=-204/405,4-13=-313/503,5-13=-333/398, 6-13=-313/503, 6-11=-204/405, 7-11=-678/636, 7-10=0/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 18-6-12, Interior(1) 18-0-12 to 24-1-8, Exterior(2R) 24-1-8 to 29-9-6, Interior(1) 29-M to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 813 lb uplift at joint 2 and 813 lb uplift at joint 8. m r 0 n 6 PQU:I N No '681.82 �.�. .a` S OF : 44/ Z ,% 1/1111111 Joaquin Velez PE No.68182 MITek USA,.Inc,.FL Ceft.6634 .6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $11912020 BEFORE USE Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342001 1449_B H4 Hip 1 1 Job Reference (optional) Builders FirslSource (Tampa, FL), Tampa, FL - 33564. 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:06 2021 Page 1 ID:hNQoQTzK_wvsy_1cN01y7Lz8mOV-ZESVVg43GUMRsRrYCaU1_7R3PFGtacYzBIWP8wzySaR 1-0 7-10-14 15-0-0 22-1-8 29-2-10 37-1-8 8-1- -0- 7-10-14 7-1-2 7-1-8 7-1-2 7-10-14 -0- Scale = 1:68.7 4.00 12 5x6 = 5 18 56 = 19 6 ST1.5x8 STP = 16 '- 14 13 '- 11 ST1.5x8 STP = 3x8 = 2x4 II LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5.6: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=157(LC 11) Max Uplift 2=-813(LC 12), 9=-813(LC 12) Max Grav 2=1421(LC 1), 9=1421(LC 1) 4x6 = U4 = 3x8 = 2x4 II 46 = 3x8 = CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.99 Vert(LL) 0.3613-14 >999 240 MT20 2441190 BC 0.81 Vert(CT) -0.55 13-14 >795 180 WB 0.87 Horz(CT) D.16 9 ri n/a Matrix-SH Weight: 171 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-9-3 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3401/2721,3-5=-2589/2178,5-6=-2381/2143,6.8=-2589/2178,8-9=-3401/2721 BOT CHORD 2-16=-2464/3151, 14-16=-2464/3151, 13-14=-1763/2380, 11-13=-2457/3150, 9-11=-2457/3150 WEBS 3-16=0/306, 3-14=-831/744, 5-14=-223/494, 6-13=-227/494, 8-13=-831/743, 8-11 =0/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2R) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 22-1-8, Exterior(21R) 22-1-8 to 27-9-6, Interior(1) 27-9-6 to 38-1.8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 813 lb uplift at joint 2 and 813 lb uplift at joint 9. �OIN Pp ....... vi V�< .,. i No 68182 �O: S OF 4 :�: Joaquin. Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tarnpa FL 33610 Date: January 5,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342002 1449_B H5 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:07 2021 Page 1 ID:hNQoQTzK wvsy_lcN0ly?Lz8mOV-1Q?uiA4hloUIUbPkmIOGXC_HifZLJ8H6QyGygNzySaQ �1-0-p 6-8-12 12-7-12 17-0-0 20-1-8 24-5-12 _ _ _ r 30-4-12 37-1-8 $8-1-$ -0- 6-8-12 5-11-0 4-4-4 3-1-8 4-0-4 5-11-0 6-8-12 h-0-d Scale = 1:68.7 4.00 12 5x6 = 5x6 = ST1.5x8 STP = � .1 16 15 "' ST1.5x8 STIR = 3x8 = 3x4 = 46 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Harz 2=175(LC 11) Max Uplift 2=-813(LC 12). 11=-813(LC 12) Max Grav 2=1587(LC 17). 11=1587(LC 18) 3x4 = 3x4 = 46 = 3x4 = 3x8 = CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TC 0.83 Vert(LL) -0.38 13-15 >999 240 MT20 244/190 BC 0.92 Vert(CT) -0.62 13-15 >700 180 WB 0.52 Horz(CT) 0.17 11 n/a n/a Matrix-SH Weight: 180 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3758/2688,3-5=-3473/2459,5-6=-2601/1990,6-7=-2426/1926,7-8=-2601/1996, 8-1 0=-3474/2406, 10-11 =-3758/2636 BOT CHORD 2-18=-2442/3637, 16-18=-1954/2972, 15-16=-1505/2422. 13-15=-1895/2884, 11-13=-2386/3506 WEBS 8-15=-757/624,8-13=-253/667, 10-13=-348/429,5-16=-757/623,5-18=-252/667, 3-18=-348/430,6-16=-386/666,7-15=-387/666 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2E) 17-0-0 to 20-1-8, Exterior(21R) 20-1-8 to 25-9-6, Interior(1) 25-M to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 813 lb uplift at joint 2 and 813 lb uplift at joint 11. ea 6 GO IN i No 68182 OF 111 Jbaquln Velez PE No.68182 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342003 1449_B H6 Hip 1 1 Job Reference (optional) uullcers rlrstaource (I amps, FL), I ampa, FL - 335ti4, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:09 2021 Page 1 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-zp7e7r6xYPkOjvZ7uj2kcd3dKTFun 1 DPtG13IFzySaO 1-0 6-8-12 12-7-12 17-6-8 19-7O 24-5-12 30.4-12 3.7; B 8-1- 0- 6-8-12 5-11-0 4-10.12 2-0 8 4-10-12 5 11-0 6-8-12 -0 4.00 12 5x6 = 5x6 = Scale = 1:68.7 ST1.5x8 STP = 10 " 16 15 11 - ST1.5x8 STP = 3x8 = 3x4 = 4x6 = 3x4 = 3x4 = 46 = 3x4 = 3x8 = IA O Plate Offsets (X,Y)— [2:0-M,Edge], [4:0-3-0,Edge], [9:0-3-O,Edge], [11:0-0-6,Edge] LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.36 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.61 16-18 >723 180 BCLL 0.0 Rep Stress Incr YES WS 0.62 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyiapplied or 2-2-0 oc purlins. 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except* 14-17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=180(LC 11) Max Uplift 2=813(LC 12), 11=-813(LC 12) Max Grav 2=1577(LC 17),11=1577(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3729/2653,3-5=-3446/2427,5-6=-2519/1919,6-7=-2345/1867,7-8=-2519/1929, 8-10=-3446/2392,10-11=3730/2619 BOT CHORD 2-18=-2408/3614, 16-18=-1929/2949, 15-16=-1435/2341, 13-15=-1888/2861, 11-13=-2369/3479 WEBS 8-15=-795/652,8-13=-245/671, 10-13=-346/425,5-16=-794/651,5-18=-244/671, 3-18=-346/426,6-16=-376/641, 7-15=-376/641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL•=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteriog2E) -1-0-0 to 3-M, Interior(1) 3-0-0 to 17-6-8, Exterior(2E) 17-M to 19-7-0. Extericr(2R) 19-7-0 to 25-2-14, Interior(1) 25-2-14 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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-M 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 813 lb uplift at joint 2 and 813 lb uplift at joint 11. N.O.. 68182 ST F OF Z 00 10 i0���`S;O Joaquin Velez PE.No.68182 MRek USA„Inc..FL Urt6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING- Verifydesign parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342004 1449_B H7 Hip 1 1 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564. 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:10 2021 Page 1 I D:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-R?hOLB7aJjstL28JRQZz9rcnRsblWYeZ6wUdHizySaN 1-0 8-2-2 15-6-8 21-7-0 28-11-6 37-1-8 8-1- -0 8-2-2 7-0-6 6-0-8 7-4-6 8-2-21-0- Scale = 1:68.7 V••)tt 6 0 4.00 F12 5x6 = 518 5x6 = 6 19 ST1.5x8 STIR = 16 "' 14 13 11 ST1.5x8 STP = 4x6 = 2x4 II 5x6 WB = 30 = 3x4 = 5x6 WB = 2x4 11 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.86 BC 0.90 WB 0.35 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in floc) I/deft Ud -0.68 11-13 >640 240 -0.91 11-13 >480 180 0.17 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied. 5-6: 2x6 SP No.2, 1.4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-9-11 Dc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-14, 8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0." Max Horz 2=161(LC 11) Max Uplift 2=-813(LC 12), 9=-813(LC 12) Max Grav 2=1613(LC 17), 9=1613(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3877/2724, 3-5=-2898/2145, 5-6=-2683/2097, 6-8=-2898/2145, 8-9=-3878/2724 BOT CHORD 2-16=-2466/3722, 14-16=-2466/3722, 13-14=-1709/2679, 11-13=-2459/3602, 9-11=-2459/3602 WEBS 3-16=0/329, 3-14=-1098/803, 5-14=-233/604, 6-13=-233/604, 8-13=-1099/803, 8-11=01329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-", Exterior(21R) 15-6-8 to 21-2-6, Interior(1) 21-2-6 to 21-7-0, Exterior(21R) 21-7-0 to 27-2-14, Interior(1) 27-2-14 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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-" tall by 2-M 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 813 Ito uplift at joint 2 and 813 lb uplift at joint 9. ``%�.OPQvi.N.1 �0 i No 68182 ��: ST OF .:�� zs`S/O N Al- %% 1 Joaquin Velez PE No.68182 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; see ANSIITP11 quality Criteria, DSB49 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342005 1449_B HJ1 Diagonal Hip Girder 2 1 Job Reference (optional) �Q t . dn,pd, Ll, r dnipd, r­000v, 6.43U s Nov 3U 2020 MiTek Industries, Inc. Tue Jan 5 08:49:11 2021 Page 1 ID:hNQoQTzK wvsy_lcN01y?LzBmOV-wCFOYXBC41_kyCjV?84Ch291CG0yF2OiLaEAp8zySaM -1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 Scale = 1:21.2 3x4 = ST1.&B STP = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.22 6-7 >516 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.30 6-7 >379 180 BCLL 0.0 Rep Stress [nor NO WS 0.19 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 j REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=150(LC 8) Max Uplift 4=-126(LC 8), 2=-359(LC 8), 5=-122(LC 8) Max Grav 4=146(LC 1). 2=432(LC 1), 5=267(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-853/430 BOT CHORD 2-7=-500l787, 6-7=-500/787 WEBS 3-7=-166/485, 3-6=-942/599 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 4, 359 lb uplift at joint 2 and 122 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb up at 4-2-15, 45 lb up at 4-2-15, and 38 lb down and 105 lb up at 7-0-14, and 38 lb down and 105 lb up at 7-0-14 on top chord, and 34 lb up at 1-4-15, 34 lb up at 1-4-15, at 4-2-15, at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 25=-20 Concentrated Loads (lb) Vert:6=-36(F=-18, B=-18)9=-75(F=-38, B=-38) 10=58(F=29, B=29) `%QVIN �Vj�-`.,. J .*'GENs�.�'ii i No 68182 OF � 0 Joaquln Velez PE No.68182 MITek USA -Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rIoll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342006 1449_B HJ2 Diagonal Hip Girder 2 1 Job Reference optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:11 2021 Page 1 ID:hNQoQTzK wvsy_1cN01y?Lz8mOV-wCFOYXBC41_kygV?84Ch296LG77F4KiLaEAp8zySaM -1-5-0 4-2-3 ' 1-5-0 4-2-3 Scale = 1:10.6 3x4 = ST1.5x8 STP = 4-2-3 4-2-3 Plate Offsets (X Y)— [2:0-4-11 0-0-11 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.03 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 15 lb FT = 20% , LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=78(LC 8) Max Uplift 3=-62(LC 8). 2=-319(LC 8), 4=-70(LC 8) Max Grav 3=80(LC 1), 2=213(LC 1), 4=58(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom,chord in all areas where a rectangle 3.8-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Refer to for truss to truss connections. `I11I I I I11 11 N girder(s) 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 62 lb uplift at joint 3, 319 lb uplift at joint `%% u I P.Q F� III plate %%% �i� 2and 701buplift atjoint 4. lb `��' � ,• �C'ENS•• �' V �••+, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down and 36 up at ♦ •' 14-15, and 28 lb down and 36 lb up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the No 68182 • •: responsibility of others. 8) In the LOAD CASE(S) loads to the face the truss front back * :: section, applied of are noted as (F) or (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ST OF 4/ (plf) Vert: 1-3=-54, 2-4=-20 ��� Tn� .� Q : Concentrated Loads (lb) Vert: 5=61(F=30, B=30) �i�`s ": f�' •'�0 �'�i E?% JoaqulnVelez P.E.No.68182 MITek USA„Inc.. FL Cert 6634 6904 Parke East Blvd. Tarrfpa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342007 1449_B HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) omwers rnswuwce t , dmpa, FL), iampa, rL - aa004, 6.43U s Nov 30 2020 MITek Industries, Inc. Tue Jan 5 08:49:12 2021 Page 1 ID:hNQoQTzK_wvsy_l cNOly?Lz8mOV-OOpnit8grK6baMlhZrbREGhBRgOZ_XasaEzjLazySaL -1-5-0 7-0-2 1-5-0 7-0-2 2.83 12 3x4 = ST1.5xB STP = Scale = 1:16.2 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.08 24 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.16 24 >507 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=114(LC 8) Max Uplift 3=-132(LC 8), 2=-289(LC 8) Max Grav 3=154(LC 1), 2=303(LC 1), 4=114(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-M oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.M tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 3 and 289 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb up at 4-2-15, and 45 Ito up at 4-2-15 on top chard, and 34 lb up at 1-4-15, 34 lb up at 1-4-15, and at 4-2-15, and at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 6=58(F=29, B=29) ll %%`eP4U1 J . ° CEN•g' .1 No 681.82 'S T O F 44/ Z. 0 'c P, Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parametersshown, 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 uWOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP11 quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frem Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply T22342008 Leference'(optional) 1449_B T1 Roof Special 1 1 owiueia remouwce tramps, r�/, iamye, r�-�oo04, 8-4-4 7-6-8 ' 2- 4.00 12 5x6 = o.4JU s Nov JU LULU mi I eK InOUsmes, Inc. I ue Jan 5 ud:4un Z5 2U21 rage 1 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-saNgzD9SceESCWtu7Z6gmTEHY4cRjkW?oujHuOzySaK 23-7-0 29-11-6 37-1-8 8-1- 5-3-14 6-4-6 7-2-2 -0 Scale = 1:70.1 5 5x6 = 5x6 = 0 ST1.5x8 STP = "' "' " 11 14 " 12 11 ST1.5x8 STP = 46 = 3x4 = 46 = 5x8 = 30 = 2x4 II 4x6 = 4x6 = LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-5,1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except* 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-165(LC 10) Max Uplift 2=-813(LC 12). 9=-813(LC 12) Max Grav 2=1579(LC 17). 9=1576(LC 18) CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TC 0.93 Vert(LL) -0.42 14-16 >999 240 MT20 2441190 BC 0.94 Vert(CT) -0.73 14-16 >602 180 WB 0.98 HOrz(CT) 0.17 9 n/a n/a Matrix-SH Weight: 176 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3698/2586, 3-5=-3590/2604, 5-6=-3157/2402, 6-7=-3025/2294, 7-8=-2986/2196, 8-9=-3808/2604 BOT CHORD 2-16=-2323/3567, 14-16=-1595/2520, 12-14=-1788/2769, 11-12=-2327/3538, 9-11=-2327/3538 WEBS 3-16=-417/526, 5-16=-721/1183,5-14=-840/1354, 6-14=-1128/957,7-14=-208/415, 7-12=-201/496,8-12=-869/632, 8-11=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-10-13, Exterior(2E) 15-10-13 to 18-3-2, Interior(1) 18-3-2 to 23-7-0, Exterior(2R) 23-7-0 to 27-7-0, Interior(1) 27-7-0 to 38-1.8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 3-8-0 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 813 lb uplift at joint 2 and 813 lb uplift at joint 9. %N' 61'Qu iry I v�` .,. No 6818.2 Joaquin Velez PE No.68182 MITek USA, Inc., FL Cert,6634 6904 Parke East Blvd Tampa FL 33610 Date: January 5,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119I2020 BEFORE USE. Design valid for use only with M7ek9)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 Mew always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342009 1449_B T2 Roof Special 1 1 Job Reference (optional) t]ullciers Flrstsource (I ampa, t-L), I ampa, FL - 33554, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:14 2021 Page 1 ID:hNQoQTzK_wvsy_1cN01y?Lz8mOV-KnwXAZA4NyMJpgS4gGevJhnSDU_CSFi81YSgQTzySaJ 1-0 8-4-4 15-10-13 20-3-2 25-7-0 30-11-6 37-1-8 8-1- -0 8-4-4 7-6-8 4-0-5 5-3-14 5 4-6 6-2-2 0- Scale = 1:70.1 4.00 12 5x6 = 5x6 = 19 ST1.5x8 STP = 16 "' 14 - 12 11 ST1.5x8 STP = 3x8.= 2x4 11 4x6 = 3x8 = 4x6 = 3x8 = 2x4 11 3x8 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 14: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-165(LC 10) Max Uplift 2=-813(LC 12). 9=-813(LC 12) Max Grav 2=1421(LC 1), 9=1421(LC 1) CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.87 Vert(LL) 0.3912-14 >999 240 MT20 2441190 BC 0.78 Vert(CT)-0.7212-14 >610 180 WB 0.73 Horz(CT) 0.16 9 n/a n/a Matrix-SH Weight: 173 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. WEBS 1 Row at midpt 3-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3380/2586, 3-5=-2491/1994, 5-6=-2450/2027, 6-7=-2724/2250, 7-8=-2946/2327, 8-9=-3454/2683 BOT CHORD 2-16=-2325/3130,14-16=-2325/3130,12-14=-2314/3113,11-12=-2435/3206, 9-11=-2435/3206 WEBS 3-16=0/311,3-14=-922/802,5-14=-886/1222,6-14=-1098/1020,6-12=-477/458, 7-12=-387/633, 8-12=-518/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-10-13, Exterior(2R) 15-10-13 to 19-10-13, Interior(1) 19-10-13 to 25-7-0, Exterior(2R) 25-7-0 to 29-7-0, Interior(1) 29-7-0 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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-M 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 813 lb uplift at joint 2 and 813 lb uplift at joint 9. N N h IA 6 ,%%OPQuiNIIV No 681$2 . ST OF '.14/' %% Jbaquln Velez PE No.68182 MITek USA, Inc. FL Geri 66344 6904 Parke East Blvd. Tampa FL 33610 fate: January 5,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 611912020 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 MiTeiZ• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342010 1449_B T3 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:15 2021 Page 1 ID:hNQoQTzK_wvsy_lcN0Iy?Lz8mOV-ozUvOvBi8FVARg1 GEz98suJdKtlyBmPIGCCOyvzySal 1-0 8-4-4 15-10-13 22-3-2 27-7-0 31-11-6 37-1-8 8-1- 00 8-4-4 7-6-8 64-5 5-3-14 4-4-6 5-2-2 1-0-0 Scale = 1:70.1 4.00 12 5x6 = ST1.5x8 STP = 16 — 14 13 11 ST1.5x8 STIR = 3x8 = 2x4 II 4x6 = 5x8 = 3x4 = 3x4 = 3x8 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-6-0 Max Hors 2=-165(LC 10) Max Uplift 2=-813(LC 12), 9=-813(LC 12) Max Grav 2=1421(LC 1), 9=1421(LC 1) 4x6 = CSI. r DEFL. in (loc) Well L/d PLATES TC 0.85 Vert(LL) 0.46 13-14 >942 240 MT20 BC 0.94 Vert(CT) -0.67 13-14 >653 180 WB 0.51 Horz(CT) 0.17 9 n/a n/a Matrix-SH Weight: 173 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-14. 6-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3381/2569, 3-5=-2486/1992, 5-6=-2465/2008, 6-7=-3663/2969, 7-8=-3135/2451, 8-9=-3409/2735 BOTCHORD 2-16=-230913131, 14-16=230913131, 13-14=-2731/3680, 11-13=-2115/2924, 9-11=-2489/3177 WEBS 3-16=0/333, 3-14=-936/785, 5-14=-820/1167, 6-14=-1557/1311, 6-13=-371/409, 7-13=-707/870, 7-11 =-99/348, 8-11 =-286/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-M to 3-0-0, 1nterior(1) 3-0-0 to 15-10-13, Exterior(2R) 15-10-13 to 19-10-13, Interior(1) 19-10-13 to 27-7-0, Exterior(2R) 27-7-0 to 31-7-0, Interior(1) 31-7-0 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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-M 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 813 lb uplift at joint 2 and 813 lb uplift at joint 9. GRIP 244/190 FT = 20% du 1 i No 68182 t. ST E OF : 4/ 0 Joaquin Velez PE No.68182 MITek USA Inc..FL Cert.6634 ON Parke East Blvd. Tampa FL 33610 Date: January 5,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/10/2020 BEFORE USE - Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342011 1449_B T4 Roof.Special 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. TUB Jan 5 08:49:16 2021 Page 1 ID:hNQoQTzK_wvsy_1cN01y?Lz8mOV-G92HbFBKvZdl3zcTohgNO6spNHfZw6dRUsxxVLzySaH �1-0-0 B-4-4 15-10-13 20-0-15 i 24-3-2 i_ _ 29-7-0 37-1-8 a8-1-8 10 8-4-4 7-6-8 4-2-2 4-2-2 5-3-145-0-d Scale = 1:70.1 4.00 F12 5x6 = ST1.5x8 STP = 15 14 13 11 11 10 ST1.5x8 STP = 3x8 = 2x4 II 4x6 = 4x12 = 3x6 = 2x4 II 3x8 = LOADING (psf) SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-0: 2x6 SP No.2, 7-9: 2x4 SP M 31, 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-165(LC 10) Max Uplift 2=-813(LC 12), 8=-813(LC 12) Max Grav 2=1421(LC 1), 8=1421(LC 1) 4x10 MT20HS = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.83 Vert(LL) 0.54 11-13 >804 240 MT20 2441190 BC 0.85 Vert(CT) -0.84 11-13 >523 180 MT20HS 1871143 WB 0.96 Horz(CT) 0.18 8 n/a n/a Matrix-SH Weight: 174 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-4.4 oc bracing. WEBS 1 Row at midpt 3-13. 6-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3371/2552, 3-5=-2525/2006, 5-6=-2480/1983, 6-7=-4415/3492, 7-8=-3381/2588 BOT CHORD 2-15=-2292/3120, 13-15=-2292/3120, 11-13=-3313/4444, 10-11=-2303/3117, 8-10=-2304/3126 WEBS 3-15=0/314,3-13=-890/747,5-13=-738/1109,6-13=-2233/1814,6-11=-522/550, 7-11 =-1 094/1445, 7-10=-15/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-10-13, Exterior(2R) 15-10-13 to 19-10-13, Interior(1) 19-10-13 to 29-7-0, Exterior(2R) 29-7-0 to 33-7-0, Interior(1) 33-7-0 to 38-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates 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-M tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 813 lb uplift at joint 2 and 813 lb uplift at joint 8. -.0, CjU I N O � . G•E N-g . � ��. No 68182 *; ;* �•' OF 4U 40 If111I111 Joaquin Velez PE No.68182 MITek USA„Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parametersshown, 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRpIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22342012 1449_B T5 Roof Special 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Jan 5 08:49:17 2021 Page 1 ID:hNQoQTzK_wvsy_1 cN01y?Lz8mOV-kLcgpbCzgtlth7AfMOBcxJOz8hO8fYSbj WhU 1 ozySaG i1-0-0 8-4-4 15-10-13 21-0-15 23-5-5 26-3-2 31-7-0 37-1-8 38-1-8 h-0-d 8-4-4 7-6-8 5-2-2 2 4-6 2-9-13 5 3 14 Scale = 1:70.1 4.00 F12 5x6 = ST1.5x8 STP = 16 — 14 13 12 11 ST1.5x8 STP = 46 = 2x4 II 4x6 = 3x10 = 6x12 MT20HS = 300. = 2x4 II 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.89 BC 0.83 WB 0.98 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) 0.61 13 >714 240 Vert(CT) -0.87 13-14 >502 180 Horz(CT) 0.18 9 n/a n/a PLATES MT20 MT20HS Weight: 172 Ib GRIP 2441190 1871143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5,8-10: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-1-1 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-14. 6-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-165(LC 10) Max Uplift 2=-813(LC 12). 9=-813(LC 12) Max Grav 2=1421(LC 1). 9=1421(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3379/2546, 3-5=-2492/1971, 5-6=-2487/1982, 6-7=4342/3387, 7-8=-5261/4116, 8-9=-0498/2670 BOT CHORD 2-16=-2286/3128, 14-16=-2286/3128, 13-14=-3037/4121, 12-13=-3995/5316, 11 -1 2=-2399/3234, 9-11 =2398/3245 WEBS 3-16=0/327,3-14=-930/781,5-14=-785/1153,6-14=-1948/1602,7-12=-702/603, 8-12=-1648/2156,6-13=-611/922,7-13=-1436/1152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; Cat. `%�I���IIIIIIJI, �� V I N gust) eave=5ft; �� op, • ••• II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-10-13, Exterior(2R) , G E N- �� •fir\ S'�•,• �i 15-10-13 to 19-10-13, Interior(1) 19-10-13 to 31-7-0, Exterior(2R) 31-7-0 to 35-7-0, Interior(1) 35-7-0 to 38-1-8 zone; cantilever left �� : and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber No 68182 DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. = 4) Provide adequate drainage to prevent water ponding. •41J 5) All plates are MT20 plates unless otherwise indicated. i •, ST OF 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for live load Q ',• • a of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide'.� fit between the bottom P : _ �� �i�t?: •:� (i N,�� will chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 813 lb uplift at joint 2 and 813 lb uplift at �i SSA • ��\�* `�� joint 9. Joaquin Velez PE No.68182 M'Tek U,SA,, Inc.. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 5,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Well( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111'P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1/1fi r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved ,R MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. - I 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.