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HomeMy WebLinkAboutTrussARROW ON THE TRUSS REPRESENTS ITS LEFT END TOE -NAIL CONNECTION FROM JACKS TRUSS's PER MITEK CONNECTION DETAIL IW21NOUSMM PARKOR PLANT CITY FL Phony (813) 759.5M2 Fa (M) T52-1532 htlpl/w .N&.mm General Notes: - Per ANBI(iPI 1-2007 all -Truss to Wag' co lions are the responsibility of the Building Designer, not the Truss iahufalumr. - Dimensions are Feet -Inches- Suteenths. - Trusses are to be 24' o.c. unless noted otherwise (U.N.O.) - Trusses are not designed to support brick U.N.O. - Do not M or modify trusses without first contacting Budders FirstSou . - Immediately contact Builders R stSounx if I— are damaged. Connection Notes: - All hangers are to be Simpson or equivalent U.N.O. Vse NanWactumr's specifications for all hanger nnections U.N.O. - Use 10d x 1 112' Nails in hanger —actions to single ply roof girder trusses. Floor Truss Notes: - Shift truss as required to avoid plumbing traps. - Installation Contractor and/or Field Supamisor re to verify all dimensions, trap locations, and options prior to installation Dimension Notes: - Drawing not W scale. Do not scale dimensions ENCLOSED BUILDING (COND. 1)(CAT. l l) 160 MPH EXPOSURE C TCLL: 20 PSF TCDL: 7 PSF BCLL: 10 PSF "Non -Concurrent" BCDL: 10 PSF DURATION: 1.25 Only reactions greater than 5,000 Ibis & uplifts greater than 1,000 Ibis are noted on the truss placement page Wade Jurney Homes 1650 Grp 2 Elevation B Lot Swing Right ME Site Information: Customer Info: Wade Jurnev Homes Lot/Block: Address: 7008 Plumosa Ln City: St Lucie Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: 1650 B Model: 1650 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: FBC2017/TP12014 Design Program: MiTek 20/20 9.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17268585 Al 6/6/19 2 T17268586 CJ1 6/6/19 3 T17268587 CJ3 6/6/19 4 T17268588 CJ5 6/6/19 5 T17268589 EJ2 6/6/19 6 T17268590 EJ4 6/6/19 7 T17268591 EJ6 6/6/19 8 T17268592 EJ7 6/6/19 9 T17268593 GE1 6/6/19 10 T17268594 GR1 6/6/19 11 T17268595 GR2 6/6/19 12 T17268596 GR3 6/6/19 13 T17268597 H 1 6/6/19 14 T17268598 H2 6/6/19 15 T17268599 H3 6/6/19 16 T17268600 H4 6/6/19 17 T17268601 H5 6/6/19 18 T17268602 H6 6/6/19 19 T17268603 H7 6/6/19 20 T17268604 H8 6/6/19 21 T17268605 H9 6/6/19 22 T17268606 HA 6/6/19 No. Seal# Truss Name Date 23 T17268607 HJ2 6/6/19 24 T17268608 HJ3 6/6/19 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, 2021. 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 per ANSI/TPI 1, Chapter 2. PpU I N V`c� ii f ,�.� JO , • � G.E IV S • �� �if� • 182 �. f STATE OF .' 441 Ao 0 N Ak 00% f,fl,1111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type Clty Ply T17268585 1650 A Al Common 12 1 i y Job Reference (optional) Cuilaers t-Irsi JOUrce, riant Lay, M - 3G000, -1-0 6-11-3 0-0 6-11-3 4.00 12 6-1-7 5x6 = 25-3- Scale = 1:68.4 IA d ST1.5x8 STP = D " 14 " ST1.5x8 STP = 3x8 = . 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 3x8 = � 9-11-14 9-2-2 9-2-2 Plate Offsets (X Y)-- [2:0-0-2 Edgel [10:0-0-2 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.60 12-14 >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheath BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly ap 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1466/0-8-0, 10=1466/0-8-0 Max Horz 2=122(LC 12) Max Uplift 2=-680(LC 8), 10=-680(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-3506/2132, 3-5=-3200/1941, 5-6=-2240/1487, 6-7=-2240/1487, 7-9=-3200/1941, 9-10=-3506/2132 BOT CHORD 2-16=-1899/3267, 14-16=-1519/2700, 12-14=-1535/2700, 10-12=-1915/3267 WEBS 6-14=-604/1076, 7-14=-790/589, 7-12=-189/553, 9-12=-360/360, 5-14=-790/589, 5-16=-189/553, 3-16=-360/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterjor(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-2-0, Exterjor(2) 19-2-0 to 23-2-0, Interior(1) 23-2-0 to 39-4-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=680, 10=680. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek D 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 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 ANSI1TPIi Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PLATES MT20 GRIP 244/190 Weight: 178 lb FT = 20% ,`+,�1�1{Ililllll,, I N GCE N No 68182 r. ir :53�' ST OF :�4✓ 00T�S;c� R , P, N % It Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 t MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268586 1650 A i CJ1 Corner Jack 10 1 IL Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 12:14:25 2019 Page 1 I D:InOSxD I?zEJa_tKrck6s3Nz9Jrs-woNA24nVktMA3iJ4l H6 LelbO_spZoYdtRQ4E4Yz9?qC -1-0-0 1-0-0 _ 1-0-0 1-0-0 Scale = 1:6.1 ST1.5x8 STP = 1-0-0 Plate Offsets (X Y)-- (2:0-2-14 0-0-1 Dj LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2 >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 FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-3/Mechanical, 2=120/0-3-0, 4=10/Mechanical Max Horz 2=40(LC 8) Max Uplift 3=-5(LC 13), 2=-135(LC 8), 4=-13(LC 8) Max Grav 3=16(LC 8), 2=120(LC 1), 4=19(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing r BOT CHORD Rigid ceiling directly applies NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=135. ,.%%. aUIN V111111 Fz' of No 68182 S OF 40 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11511-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - �@ a truss system. Before use, the building designer must,verify the applicability of design parameters and properly incorporate this design into the overall Mole y� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lVl� toile Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type , City Ply T17266587 1650_A • CJ3 CORNER JACK 10 1 L Job Reference (optional) Builders First Source, Plant City, FL - 32566, 1-0-0 ST1.5x8 STP = 8.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 14:14.25 2019 Page 1 ID:InOSXDI?zEJa_tKrck6s3Nz9Jrs-woNA24nVktMA3iJ41H6Lelb?LsnWoYdtRQ4 E4Yz9?qC 3-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.01 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.16 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 FBC2017rfP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood shei BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly REACTIONS. (lb/size) 3=64/Mechanical, 2=177/0-3-0, 4=28/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=-59(LC 12), 2=-176(LC 8), 4=-39(LC 8) Max Grav 3=64(LC 1), 2=177(LC 1), 4=56(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except Ct=lb) 2=176. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% � . ' DENS' • � �� No 68182 ,0 -.. S OF . ;• W . W . �� . ,1 Q �. NAIL_ 1�11.11111►01, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE Mlt-7473 rev. 1010312015 BEFORE USE. �` Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268588 1650_A CJ5 Corner Jack 6 1 It Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 M i I ex Industries, Inc;. r nu uun o 14: W4u 4u ra Gaya ID:InOSXDI?zEJa_tKrck6s3Nz9Jrs-O_xYGQo7VBUOhstGs?daBy841G49X?tlg4pnc z9?qB -1-0-0 0 0 5-0-0 100 500 3x4 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=105(LC 8) Max Uplift 3=-103(LC 12), 2=-165(LC 8) Max Grav 3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft Lid Vert(LL) -0.03 24 >999 240 Vert(CT) -0.05 24 >999 180 Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD Structural wood sheathing BOT CHORD Rigid ceiling directly appliE NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-114 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=103, 2=165. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Scale = 1:13.3 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% 00'till I I I till,, QU t N VE �i No 68182 Q�. S OF •� '�•'�< ,gyp. ;����� Joaquin Velez PE No.68182 MITek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 M2, Mirek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268569 1650_A , EJ2 Jack -Open 2 1 I Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MI I etc Industries, !no. Thu Jun o IC. ry.co cv 1 c cage ID:InOSXDI?zEJa_tKrck6s3Nz9Jrs-O_xYGQo7VBUOhstGs?daBy86tG5yX?tlg4pnc_z9?qB 2-6-8 4.00 12 Scale = 1:15.6 2x4 1 " ST1.5x8 STP = 3x4 ll LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 34 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a . n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight: 10 lb FT = 20% LUMBER- BRACING- ®® TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir BOT CHORD 2x4 SP No.2 except end verticals. �•� WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly appli REACTIONS. (lb/size) 4=86/0-8-0, 2=60/Mechanical, 3=26/Mechanical Max Horz 4=73(LC 9) Max Uplift 4=-20(LC 8), 2=-59(LC 12), 3=-13(LC 9) Max Grav 4=86(LC 1), 2=60(LC 1), 3=45(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I ® %� NOTES- �� 1) S GCpi=0.18; MWFRS (envelope) and C C Exterior(2) sor(2)one; cantilever heft and right exposed ; e d vertical left and right exposed;C-C tubers and forces & MWFRS for reactions shown Lumber DOL=1.60 late grip DOL=1.60 for me P 9 P 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4, 2, 3. oiIIII1111111 �oP(aU IN VF��!�i �� J . ' G•E N , No 68182 C? . ";1'9 `O N Al Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 WARNING -Verify design parameters and READ NOTES ON Tiffs AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268590 1650_A EJ4 Jack -Open 6 1 1 ' Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May l3 20l9 MI I ek inousines, mD, r nu dull o ic. w.cr 40 ro rage i I D:InOSxDI?zEJa_tKrck6s3Nz9J rs-sAUwTmpmGVctJOSTQiBpjAglBgQhGS7AvkZKBRz9?qA Scale = 1:11.1 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.D Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.04 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.04 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 FBC2017/TP12014 Matrix-P Weight: 14 lb , FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheath BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly ap REACTIONS. (lb/size) 3=94/Mechanical, 2=211/0-3-0, 4=38/Mechanical Max Horz 2=88(LC 8) Max Uplift 3=-84(LC 12), 2=-204(LC 8), 4=-53(LC 8) Max Grav 3=94(LC 1), 2=211(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=204. ,�'�M11{IIrIPlllll ,`eeeoPaUIN VFz :o1�. .. J.' 0EN,S'.c' r� No 68182 : 4r S OF �? e JO N A `e ee rnu Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Fit �R a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionaltemporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ' ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268591 1650 A EJ6 Jack -Open 7 1 � Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MITek Industries, Inc. Thu Jun 6 12:14:28 2019 Page 1 ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-LN2lg6p01okkwA1f Qf2GNDJg4j5?vNJ70lugtz9?q9 t_p_p 6-6-8 1 p_p 6-6-8 3x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 TCDL 7.0 Lumber DOL 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 1 58/Mechanical, 2=307/0-8-0, 4=61/Mechanical Max Horz 2=130(LC 8) Max Uplift 3=-140(LC 12), 2=-184(LC 8) Max Grav 3=158(LC 1), 2=307(LC 1), 4=123(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6-6-8 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.09 2-4 >862 240 MT20 244/190 Vert(CT) -0.17 24 >431 180 Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD Structural wood sheE BOT CHORD Rigid ceiling directly NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-5-12 zone; cantilever left and right expose) ; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=140, 2=184. Scale: 3/4"=l' Weight: 22 lb FT = 20% 1�o% PpU E N S . r' No 68182 5/3S E O F ' 44/ 4 N AI-E Gov 'r111111110 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED fdITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MITek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall PAO tp� AA building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPIf Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T17268592 1650 A EJ7 Jack -Open 14 1 Job Reference (optional) Builders First Source, . Plant City, FL - 32566, 1-0-0 3x8 = ST1.5x8 STP = 8.240 S May 13 2U19 MI I at( industries, Inc. I nu Jun B l z:l4:zt5 zu"19 rage 1 I D:InOSxD I?zEJa_tKrck6s3Nz9Jrs-LN2lg6pO1 okkvvA1 f_Qf2GN DLs4il?vNJ70lugtz9?q9 700 7-0-0 Plate Offsets (X,Y)-- (2:0-0-2,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 TCDL 7.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=160/Mechanical, 2=324/0-8-0, 4=77/Mechanical Max Horz 2=138(LC 8) Max Uplift 3=-131(LC 12). 2=-190(LC 8) Max Grav 3=160(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell L/d Vert(LL) 0.13 2-4 >617 240 Vert(CT) -0.18 2-4 >434 18D Horz(CT) -0.00 3 n/a n/a BRACING - TOP CHORD Structural wood sheathing dire BOT CHORD Rigid ceiling directly applied or NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-114 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=131. 2=190. Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% till III1111111 O', 0o 1... IN . +`` 5 GEMS No 68182 r• r 9©•.•. E 01, •' W ��r tom•'••, � R ��•• `� ,�. sS`Q N A1-� �r1111111i5�� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must verity the applicability of design. parameters and properly incorporate this design into the overall .. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI ly l ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type. Qty Ply T17268593 1650 A GE1 Common Structural Gable 1 1 - .. ..... Job Reference (optional) 0� 1 Builders First Source, Plant City, FL - 32566, 8.240 s May 1 o cu 1 W Iw1 I nn 11111- I ,,,. .. ,.. , — . I D:InOSxD I?zEJa_tKrck6s3Nz9J rs-pZchuRgOo6sbYKcrX7AHobm WeTyhk94TM22RDJz9?q8 -1-0-13-0-9 19-2-0 25-3-7 31-4-13 38-4-0 3 -4- % 6-11-3 6-1-7 6-1-7 6-1-7 6-1-7 6-11-3 -0-0 5x6 = 4.00 12 Scale = 1:68.4 ST1.5x8 STP = to 10 14 ' ST1.5x8 STP = 3x8 = 3x4 = 46 = 3x8 = 4x6 = 3x4 = 3x8 = 9-11-14 19-2-0 28-4-2 30-4-11 9-11-14 9-2-2 9-2-2 9-11-14 Plate Offsets (X Y) [2 0 0-2 Edge] [10:0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.60 12-14 >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weighttg196 lb FT = 20% LUMBER- BRACING- Otte C TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dire S. BOT CHORD 2x4 SP No.1 `Except` BOT CHORD Rigid ceiling directly applied 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1466/0-8-0, 10=1466/0-8-0 t' Max Horz 2=122(LC 12) , Max Uplift 2=-680(LC 8), 10=-680(LC 9) w FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3506/2132, 3-5=-3200/1941, 5-6=-2240/1487, 6-7=-2240/1487, 7-9=-3200/1941, 9-10=-3506/2132 BOT CHORD 2-16=-1899/3267, 14-16=-1519/2700, 12-14=-1535/2700, 10-12=-1915/3267 WEBS 6-14=-604/1076, 7-14=-790/589, 7-12=-189/553, 9-12=-360/360, 5-14=-790/589, 5-16=-189/553, 3-16=-360/360 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-2-0, Exterior(2) 19-2-0 to 23-2-0, Interior(1) 23-2-0 to 39-4-0 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) 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) , 2=680,10=680. �`��t{tttlt!l1111�` PQU I N VFW E N 4�1 .0 No 68182 •..+ ST O F ©. �•�L .. O N AL Joaquin Velez PE No.68182 MITek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall .building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty T17268594 1650_A GR1 Hip Girder 1 [ly n L Job Reference (optional) Builders Fir Sl Source, Plant Gtty, f-L - 32bbb, o.[yv 5 May I3 LU I H IVII I — 111—L—b. ulu. I nu wu o ,a. "Y —,o , oU� , ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-DBIpWTsu51 EAPnLQDGk_QD03xh_PxXCv20G5pez9?q5 -0 7-0-0 15-0-12 23-3-4 M-4 3B4-0 3 4 - OO 7-0-0 8-0-12 8-2-8 8.0-12 7-0-0 -0-0 Scale = 1:69.6 6x12 MT20HS = 6x12 MT20HS = 4.00 12 2x4 ' 15x8 = 4x6 = 3 16 17 18 4 19 20 21 522 6 23 24 25 7 ST1.5x8 STP = 15 26 27 14 2B 13 29 30 31 32 12 33 11 34 35 10 ST1.5x8 STP = 5x6 = 2x4 I 4x10 MT20HS = 5x12 = 5x6 = 4x10 MT20HS = 2x4 I I 5x6 = 314-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.76 12-13 >597 240 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -1.03 12-13 >439 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5,5-7: 2x6 SP M 26 BOT CHORD 2x6 SP No.2 *Except* 11-14: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 3-13,6-13,7-12: 2x4 SP No.2 REACTIONS. (lb/size) 2=2919/0-8-0, 8=2913/0-8-0 Max Horz 2=48(LC 27) Max Uplift 2=-1644(LC 4), 8=-1640(LC 5) BRACING - TOP CHORD Structural wood sheatt BOT CHORD Rigid ceiling directly aK FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-818014457, 34=-12897/7086, 4-6=-12893/7083, 6-7=-1285717065, 7-8=-8160/4445 BOT CHORD 2-15=-4168/7682, 13-15=4159/7651, 12-13=-6957/12853, 10-12=-4102/7633, 8-10=-4110/7664 WEBS 3-15=-162/721, 3-13=-2989/5542, 4-13=-1077/847, 6-12=-1079/840, 7-12=-2979/5520, 7-10=-161/721 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xY) 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 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1644,8=1640. WARNING - Verity design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTak(D 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 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 I ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 437 lb FT = 20% ,0t%J1111111ill, .. PQU t N VFW �i. * G E N�•�0 No 68182 �S©•. S A OF : 4/� ,O N A Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268594 1650_A GR1 Hip Girder 1 2 I Job Reference o tional Builders First Source, Plant City, FL - 3Ybbb, D-u . 1-y i _ °°' G^ i. L;Z; T.- ID:InDSxDI?zEJa_tKrck6s3Nz9Jrs-DBIpWfsu51 EAPnLQDGk_QD03xh_PxXCv20G5pez9?q5 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 260 lb up at 6-11-12, 106 lb down and 134 Ib up at 9-1-1, 106 lb down and 134 lb up at 11-1-1, 106 lb down and 134 lb up at 13-1-1, 106 lb down and 134 lb up at 15-1-1, 106 lb down and 134 lb up at 17-1-1, 106 lb down and 134 lb up at 184-7, 106 lb down and 134 lb up at 19-2-15, 106 lb down and 134 lb up at 21-2-15, 106 lb down and 134 lb up at 23-2-15, 106 lb down and 134 lb up at 25-2-15, 106 lb down and 134 lb up at 27-2-15, and 106 lb down and 134 lb up at 29-2-15, and 221 lb down and 260 lb up at 31.4.4 on top chord, and 296 lb down and 203 lb up at 7-0-0, 81 lb down and 20 lb up at 9-1-1, 81 lb down and 20 lb up at 11-1-1, 81 lb down and 20 lb up at 13-1-1, 81 lb down and 20 lb up at 15-1-1, 81 lb down and 20 lb up at 17-1-1, 81 lb down and 20 lb up at 18-4-7, 81 lb down and 20 lb up at 19-2-15, 81 lb down and 20 lb up at 21-2-15, 81 lb down and 20 lb up at 23-2-15, 81 lb down and 20 lb up at 25-2-15, 81 lb down and 20 lb up at 27-2-15, and 81 lb down and 20 lb up at 29-2-15, and 296 lb down and 203 lb up at 31-2-15 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) 13=-57(F) 4=-106(F) 6=-106(F) 12=-57(F) 10=-296(F) 16=-106(F) 17=-106(F) 18=-106(F) 19=-106(F) 20=-106(F) 21=-106(F) 22=-106(F) 23=-106(F) 24=-106(F) 25=-106(F) 26=-57(F) 27=-57(F) 28=-57(F) 29=-57(F) 30=-57(F) 31=-57(F) 32=-57(F) 33=-57(F) 34=-57(F) 35=-57(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T17268595 1650 A GR2 Roof Special Girder 1 1 Job Reference (optional) builders rlrsl Source, manf L ry, rL - 3z000, o.c�u a may w w,a ,r,,, c,. ,, ,.+..o.,,w. .. ..... ...... .. .�...-. �,. ... ...y.. . ID:InOSxDI?zEJa tKrck6s3Nz9Jrs-9XCiax9u9deUufSVpKgmSVeTLaUjJPR_CWJICuXz9?q3 -0 4-B-2 8.6-8 10-1-B 12-1-8 17-0 8 21-11-8 26-10-8 31-9-8 36 4-0 3 4- 0-0 4-8-2 3-10 6 1-7-0 2-0-0 4-11-0 4-11-0 4-11-0 4-11-0 6-6-B 0-0 NAILED NAILED 5x6 = Bx14 MT20HS Special NAILED NAILED NAILED NAILED 4.00 12 6x6 = 602 MT20HS = 4 5 2x4 11 804 MT20HS = NAILED 4x6 = NAILED NAILED 2x4 6 22 7 23 24 258 26 27 928 29 10, 30 3 d 1 2 ST1.5x8 STP = 21 20 19 18 17 31 32 33 16 34 15 35 14 36 37 38 13 5x8 = 5x8 = 5x6 = 6x12 MT20HS = NAILED 46 = NAILED 5x8 = NAILED 2x4 11 2x4 11 5x8 = NAILED 8x14 MT20HS WB = NAILED NAILED NAILED NAILED NAILED NAILED 8-6-8 10-1-B 12-1-B 17-0-8 21-11-8 26-10-8 31-9-B 38-4-0 A_F_A 1.7_n 9_n_n a_11-0 4.11-0 4-11-0 4-11-0 6-6-8 Scale = 1:72.9 4x10 MT20HS ZZ: N N 11 � �2 N Io ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 1.14 16-17 >396 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -1.58 16-17 >286 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.19 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 233 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 `Except` 6-8,8-10: 2x6 SP No.2, 10-12: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` 4-21,5-20,6-17,10-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1870/0-8-0, 11=239410-8-0 Max Horz 2=58(LC 31) Max Uplift 2=-911(LC 4), 11=-1318(LC 5) BRACING - TOP CHORD Structural wood she BOT CHORD Rigid ceiling directly FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4881/2408, 34=4640/2319, 4-5=-4310/2188, 5-6=-5421/2803, 6-7=-9445/5043, 7-8=-9444/5042, 8-9=-10152/5442, 9-10=-9089/4897, 10-11=-6607/3491 BOT CHORD 2-21=-2176/4571, 20-21=-2414/4957, 19-20=-3833/7612, 17-19=-3832/7603, 16-17=-5333/10169, 14-16=-4765/9087, 13-14=-3216/6185, 11-13=-3217/6207 WEBS 3-21=-235/308,4-21=-627/1282,5-21=-1275/746,5-20=-1508/2766,6-20=-3783/2020, 6-1 7=-1 204/2080, 7-17=-369/306, 8-17=-875/664, B-16=-239/289, 9-16=-593/1154, 9-14=-1038/728, 10-14=-1683/3153, 10-13=-30/478 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=911. 11=1318. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 177 lb up at 31-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARA9NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 116II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekOO 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I N G•E N, • • �' ���. No 68182 LP CC Z �O•.•• OF 40 " Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 �e MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T17268595 1650_A GR2 Roof Special Girder 1 1 Job Reference (optional) .. a 47••IA AA 7l10 Dann 7 Builders First Source, Plant testy, FL.- JZbbb, . ,.,ar - , ...-. ..._ _-.. _ .—..__ - __ -_ - ID:InOSxDI?zEJa tKrck6s3Nz9Jrs-9XQax9u9deUuf5VpKgmSVeTLaUjJPR_CWJICuXz9?q3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-5=-54, 5-6=-54, 6-10=-54, 10-12=-54, 2-11=-20 Concentrated Loads (lb) Vert: 10=-153(B)18=-6(B)13=-136(B)22=-6(B)23=-6(B)24=-104(B)25=-104(B)26=-104(B)27=-104(B)28=-104(B)29=-104(B)30=-104(B)31=-6(B)32=-41(B) 33=-41(B)34=-41(B)35=-41(8)36=41(B)37=41(B)38=41(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. �6 Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an Individual building component, not `f 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 Ip V IiTek' 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 ANSI1TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T17268596 1650 A GR3 HIP GIRDER 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 12:14:36 2019 Page 1 ID:InOSxD I?zEJa_tKrck6s3Nz9Jrs-6vXKMrwPBGkcuPeBS5pwa3Yn4ITUtPOVzd EJyPz9?q 1 1-0-0 4-0-0 9.4-0 14 8-0 18-8-0 1-0-0 4-0-0 _ 5-4-0 5-4-0 4-0-0 Scale = 1:33.8 4.00 12 3x6 = 5x6 4x6 = 4x6 = ,3 11 12 4 13 . 14 5 2x4 10 4x6 = 15 16 9 3x6 = 8 17 7 46 = sn.bxasir — 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) -0.01 6 n/a . n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 78 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheat BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly a WEBS 2x4 SP No.3 REACTIONS. All bearings 14-4-0 except Qt=length) 6=0-8-0. (lb) - Max Horz 2=39(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 6=-567(LC 30), 2=-574(LC 19), 10=-514(LC 19), 9=-620(LC 19), 7=-505(LC 22) Max Grav All reactions 250 lb or less at joint(s) except 6=558(LC 39), 2=515(LC 40). 10=478(LC 1), 9=655(LC 43), 7=464(LC 1), 7=464(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1418/1417, 3-4=-1256/1292, 4-5=-875/865, 5-6=-1393/1478 BOT CHORD 2-10=-1321/1349, 9-10=-1014/1003, 7-9=-1281/1314, 6-7=-1371/1319 WEBS 3-10=-329/392, 3-9=-956/985, 4-9=-479/672, 5-7=-329/442, 4-7=-979/1012 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 6, 574 lb uplift at joint 2, 514 lb uplift at joint 10, 620 lb uplift at joint 9 and 505 lb uplift at joint 7. 7) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-8-0 for 250.0 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 119 lb up at 4-0-0, 48 lb down and 87 lb up at 5-1-1, 48 lb down and 87 lb up at 7-1-1, 48 lb down and 87 lb up at 9-1-1, 48 lb down and 87 lb up at 9-6-15, 48 lb down and 87 Ib.up at 11-6-15, and 48 lb down and 87 lb up at 13-6-15, and 84 lb down and 119 lb up at 14-8-0 on top chord, and 47 lb down and 72 lb up at 4-0-0; 36 lb down and 64 lb up at 5-1-1, 36 lb down and 64 lb up at 7-1-1, 36 lb down and 64 lb up at 9-1-1, 36 lb down and 64 lb up at 9-6-15, 36 lb down and 64 lb up at 11-6-15, and 36 lb down and 64 lb up at 13-6-15, and 47 lb down and 72 lb up at 14-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mg-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekOO connectors. This design is based only uponparameters 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 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 ANS1/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �111{I1lllll > G EN •� No 68182 c` � 4 I � Ft s1O N AL �llllilll�/1� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater June 6,2019 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T17268596 1650 A GR3 HIP GIRDER 1 1 � Job Reference (optional) Builders First Source, Plant Gity, FL - 32b66, ts.zvu s may 1a ZU I twi i etc nteusuies, nrc. 1 nu dun o ic. 14— cU w rayc c ID:InOSxDI?zEJa tKrck6s3Nz9Jrs-6vXKMrwPBGkcuPeBS5pwa3Yn41TUtPOVzdEJyPz9?q1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-6=-54, 2-6=-20 Concentrated Loads (lb) Vert: 5=-56(B)8=-18(B)10=-13(B)9=-36(B)3=-56(B)4=-80(B)11=-40(B)12=-40(B)13=-40(B)14=40(B)15=-18(B) 16=-18(8)17=-18(B)18=-13(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. q! Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not Nil a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall N� q/g 4 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,y, I�k" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Clty Ply T17268597 1650_A H1 Hip 1 1 � Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 12:14:37 2019 Page 1 I D:InOSxD I?zEJa_tKrck6s3Nz9Jrs-a65iZAwl vZ-sTWYDO?pK97H5soigNcmgeCH_sQv' sz9?qO -Q 4-10--0 158-2 227-4 294-0 35-2 , 34-4- 0_0 4-114 4-2 68-1-10-8 6-8-12 4-10-10 -0-00. 4.00 12 5x6 = 3x4 = 4x6 = 2x4 II 5x6 = 4 20 5 6 7 21 8 2x4 z�- -T11 zx4 -� 319 9 18 22 23 2 1 ST1.5xB STP = 17 16 15 US = 3x4 = 4x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 TCDL 7.0 Lumber DOL 1.25 BC 0.99 BCLL 0.0 Rep Stress Incr YES WB 0.95 BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6,6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 13-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1466/0-8-0, 10=1466/0-8-0 Max Horz 2=-61(LC 13) Max Uplift 2=-732(LC 8), 10=-732(LC 9) 6-10-8 14 13 12 5x8 = 4x6 = 3x4 = 294-0 DEFL. in (loc) I/dell L/d PLATES Vert(LL) 0.56 14-15 >811 240 MT20 Vert(CT) -0.89 14-15 >508 180 Horz(CT) 0.20 10 n/a n/a BRACING - TOP CHORD Structural wood Shea BOT CHORD Rigid ceiling directly 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3539/2553, 3-4=-3322/2304, 4-5=-4245/2975, 5-7=4244/2974, 7-8=-4245/2974, 8-9=-3322/2304,9-10=-3539/2553 BOT CHORD 2-17=-2327/3296, 15-17=-2006/3107, 14-15=-2748/4245, 12-14=-2009/3107, 10-12=-2330/3296 WEBS 3-17=-197/340, 4-17=-77/340, 4-15=-893/1350, 5-15=425/407, 7-14=-386/410, 8-14=-891/1349, 8-12=-77/340, 9-12=-197/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 14-7-14, Interior(1) 14-7-14 to 294-0, Exterior(2) 29-4-0 to 34-11-14, Interior(1) 34-11-14 to 39.4-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 2 and 732 lb uplift at joint 10. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Scale = 1:69.6 " 11 ST1.5x8 STP = 3xB = GRIP 244/190 Weight: 180 lb FT = 20% ,6yi{111(l�J ``�♦�OPp,UIN G•ENS'.��.� No 6818111111111111111111,41 ' F t C? Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T17268598 1650_A jig Hip 1 1 ' - Job Reference (optional) o nn. n o.,..., i Builders First Source, Plant City, FL - 32566, 8.240 b May i o cu r a ivo , nn m ,uou ioa, a 10. Li u.. u , ID:InOSXDI?zEJa_tKrck6s3Nz9Jrs-2lf4nWxfgt?K7ioaZWrogUdl u6OLLK3oRxjQl lz9?q? 0- 5-10-14 15-1-0 23-3-0 32-5-2 38-4-0 3 -4 0-0 5-10-14 9-2-2 8-2-0 9-2-2 5-10-14 0-0 4.00 12 5x6 = 5x6 = 3x4 = 4x6 = 3x4 = 4 5 21 6 22 7 8 Scale = 1:69.6 ST1.5x8 STP = 18 17 16 15 14 13 12 ST1.5x8 STP = 3x8 = 2x4 II 3x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 TCDL 7.0 Lumber DOL 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr YES WB 0.50 BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 *Except` 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=146610-8-0, 10=1466/0-8-0 Max Horz 2=-73(LC 13) Max Uplift 2=-724(LC 8), 10=-724(LC 9) 3x4 = 4x6 = 3x8 = 2x4 II 3x8 = 27-4-0 5-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.44 15 >999 240 MT20 244/190 Vert(CT) -0.75 13-15 >605 180 Horz(CT) 0.21 10 n/a n/a Weight: 181 lb FT = 20% BRACING - TOP CHORD BOT CHORD FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3597/2502, 3-4=-3115/2190, 4-5=-2878/2113, 5-7=-3500/2451, 7-8=-2878/2113, B-9=-3115/2189, 9-10=-3597/2502 BOT CHORD 2-18=-2280/3341, 17-18=-2280/3341, 15-17=-2224/3406, 13-15=-2223/3403, 12-13=-2283/3341, 10-12=-2283/3341 WEBS 3-17=475/446, 4-17=-485/785, 8-13=-482/782, 9-13=-475/447, 5-17=-606/597, 5-15=-3/262, 7-15=-5/263, 7-13=-801/593 Structural wood sheathing directly applied. Rigid ceiling directly appli NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to 16-7-14, Interior(1) 16-7-14 to 27-4-0, Exterior(2) 27.4-0 to 32-11-14, Interior(1) 32-11-14 to 39-4-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint 2 and 724 lb uplift at joint 10. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 QU 1 N r VFW ♦Is..ON . ...... �. ♦� GENS. • �'rri No 68182 :��:• S A 'OF ' 4✓ 0NJAI ` Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T17268599 1650_A H3 Hip 1 1 � Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.24U s May 13 2u18 Nn i ek industries, Inc. Thu Jun n 12; i4:3e zu to rage i ID:InOSxD I?zEJa_tKrck6s3Nz9Jrs-W U DT_syHRB7AIsNm7EMdCiAFLVLE4n6xfbTzZkz9?q_ a-0 q 6-10-14 13-0-0 19-2-0 25-4-0 31-5-2 38-4-0 3P-4 Q 0-0 6-10-14 6-1-2 6-2-0 6-2-0 6-1-2 6-10-14 1-0-0' 4.00 12 5x6 = 2x4 II 5x6 = 4 519 20 6 Scale = 1:69.6 ST1.5x8 STP = 16 15 14 13 12 11 10 ST1.5x8 STP = 3x8 = 2x4 II 4x6 — 3xB = 3x4 = 2x4 II 3xB = 3x4 = 6-10-14 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 REACTIONS. (lb/size) 2=1466/0-8-0, 8=1466/0-8-0 Max Horz 2=85(LC 12) Max Uplift 2=-716(LC 8), 8=-716(LC 9) 46 = 31-5-2 CS1. DEFL. in (loc) Well Ud TC 0.75 Vert(LL) 0.39 13 >999 240 BC 0.96 Vert(CT) -0.63 13-15 >713 180 WB 0.51 Horz(CT) 0.19 8 n/a n/a Matrix-SH BRACING - TOP CHORD Structural wood sheathir BOT CHORD Rigid ceiling directly app FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3575/2450, 3-4=-2921/2070, 4-5=-3049/2230, 5-6=-3049/2230, 6-7=-2921/2070, 7-8=-3575/2450 BOT CHORD 2-16=-2225/3319, 15-16=-2225/3319, 13-15=-1721/2704, 11-13=-1724/2704, 10-11=-2228/3319, 8-10=-2228/3319 WEBS 3-16=0/259, 3-15=-658/535, 4-15=-166/414,4-13=-344/580, 5-13=-373/388, 6-13=-344/580, 6-11=-166/414, 7-11=-658/535, 7-10=0/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 18-7-14, Interior(1) 18-7-14 to 25-4-0, Exterior(2) 254-0 to 30-11-14, Interior(1) 30-11-14 to 39-4-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 2 and 716 lb uplift at joint 8. WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, andis 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 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 ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PLATES GRIP MT20 244/190 Weight: 183 lb FT = 20% P�y>jl1li/I,,itF QUIN G�E N ,§ • No 68182 y � �0•.. STA OF r Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 M!Tek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268600 1650_A H4 Hip 1 1 r s Job Reference (optional) Builders First Source, Plant City, FL - 32566. 8.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 12:14:40 2019 Page 1 ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-_gnrCCzwCUF1 NOyyhxlslvjQ8viBp8L4uFCW5Az9?pz -0 7-10-14 15-0-0 19-2-0 23-0-0 30-5-2 38-4-0 3 4 -0-0 7-16-14 7-1-2 4-2-D 4-2-0 7-1-2 7-10-14 -0-0 Scale = 1:71.0 4.00 12 6x8 = 5x6 = 5 18 19 6 ST1.5x8 STP = 16 " 14 13 " 11 ST1.5x8 STP = 3x8 = 2x4 II 4x6 = 3x4 = 3x8 = 2x4 II 4x6 = 38-4-0 3x8 = �- 7-10-14 ' 7-1-2 8-4-0 7-1-2 7-10-14 ' Plate Offsets (X Y)-- [2'0-0-6 Edge] [5'0-4-0 0-2-6] [9:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.31 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.61 13-14 >740 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 183 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6: 2x6 SP No.2, 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1466/0-8-0, 9=1466/0-8-0 Max Horz 2=96(LC 12) Max Uplift 2=-706(LC 8), 9=-706(LC 9) BRACING - TOP CHORD Structural wood sheathing BOT CHORD Rigid ceiling directly applie WEBS 1 Row at micipt FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3530/2375, 3-5=-2748/1943, 5-6=-2537/1918, 6-8=-2749/1943, B-9=-3529/2375 BOT CHORD 2-16=-2145/3272, 14-16=-2145/3272, 13-14=-1580/2535, 11-13=-2150/3272, 9-11=-2150/3272 WEBS 3-16=0/295, 3-14=-790/600, 5-14=-1681514, 6-13=-179/514, 8-13=-788/599, 8-11=0/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 23-4-0, Exterior(2) 23-4-0 to 28-11-14, Interior(1) 28-11-14 to 39-4-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 706 lb uplift at joint 2 and 706 lb uplift at joint 9. 111111111111 NOAQU IN VET E N S . c� �'•i� No 68182 s • S O F i�Ile ss tO N A` -- Joaquin Velez PE ND.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall WOW iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y, OW 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL ,36610 Job Truss Truss Type Qty Ply' T17268601 1650_A Hip 1 1 ,115 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s May 13 2019 MITek Industries, Inc. Thu Jun 6 12:14:41 2019 Page 9 ID:InOSXDI?zEJa tKrck6s3Nz9Jrs-StLDPYzYzoNu AX9EeO6H7FaTJ3GYieE7vy4ddz9?py -0- 6-11-3 13-0-9 17-0-0 4 21-4-0 25-3-7 31-4-13 38-4-0 3 4 -0-0 6-11-3 6-1-7 3-11-7 4 -0 3-11-7 6-1-7 6-11-3 0-0 0 d 4.00 12 5x6 = 5x6 = ST1.5x8 STP = 10 . ` 16 15 " ST1.5x8 STP = 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 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 FBC2017/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 REACTIONS. (lb/size) 2=1466/0-8-0, 11=1466/0-8-0 Max Horz 2=108(LC 12) Max Uplift 2=-694(LC 8), 11=-694(LC 9) 4x6 = 3x4 = CSI. TC 0.77 BC 0.86 WB 0.45 Matrix-SH 3x4 = 46 = 21-4-0 Scale = 1:71.0 t � Icy, d 3x4 = 3x8 = 38-4-0 DEFL. in (loc) I/deli L/d Vert(LL) -0.44 13-15 >999 240 Vert(CT) -0.68 13-16 >661 180 Horz(CT) 0.16 11 n/a n/a BRACING - TOP CHORD Structural wood sheathing BOT CHORD Rigid ceiling directly applie FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3507/2335, 3-5=-3191/2145, 5-6=-2463/1780, 6-7=-2291/1715, 7-8=-2463/1780, 8-10=-3191/2145,10-11=-3507/2335 BOTCHORD 2-18=-2112/3269, 16-1 B=-1 703/2692, 15-16=-1346/2291, 13-15=-1706/2692, 11-13=-2116/3269 WEBS 8-15=-683/538, 8-13=-209/533, 10-13=-364/374, 5-16=-683/538, 5-18=-209/533, 3-18=-364/374, 6-16=-339/550, 7-15=-339/550 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 26-11-14, Interior(1) 26-11-14 to 39-4-0 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 lb uplift at joint 2 and 694 lb uplift at joint 11. AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ANS11TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PLATES GRIP MT20 244/190 Weight: 183 lb FT = 20% ,����>I�irrrrrri pUIN �� gyp. ....., •�F �, 100 No 68182 S OF :�4U ti '�. F'•• O R `p • ��,�. %% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Clty Ply T17268602 1650_A H6 Hip 1 1 . Job Reference (optional) Builders First Source, Plant City, FL - 32566, B.240 s May 13 2019 MiTek Industries, Inc. Thu Jun 6 12:14:42 2019 Page 1 ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-w3ubcu_Ak6VIcK6LoMvKgKokMjOkH21NLZhd93z9?px 19-4-0 �1.0-0 6-11.3 13-0-9 19-0.0 19-ai0 25.3-7 31-0.13 38-0-0 6-1-7 5-11-7 0- 5-11-7 6-1-7 6.11-3 0-2-0 Scale = 1:71.0 5x6 = 4.00 12 19 N IA d ST1.5x8 STP = 1O " 14 "' ST1.5x8 STP = 3x8 = 3x4 = 46 = 3x8 = 4x6 = 3x4 = 3x8 = 19-4-0 19-3-12 9-11-14 19-0-0 19- 28-0-2 38-0-0 9-11-14 9-0-2 0- - 9-0-2 9.11-14 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 TCDL 7.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 Rep Stress Incr YES WB 0.87 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH 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 REACTIONS. (lb/size) 2=1466/0-8-0, 10=1466/0-8-0 Max Horz 2=-122(LC 13) Max Uplift 2=-680(LC 8), 10=-680(LC 9) DEFL. in (loc) I/defl Lid Vert(LL) 0.32 14 >999 240 Vert(CT) -0.60 12-14 >753 180 Horz(CT) 0.17 10 rile n/a BRACING - TOP CHORD Structural wood sheath BOT CHORD Rigid ceiling directly aF FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3506/2186, 3-5=-3200/2008, 5-6=-2240/1536, 6-7=-2240/1536, 7-9=-3200/2008, 9-10=-3506/2186 BOT CHORD 2-16=-1971/3267, 14-16=-160012700, 12-14=-1603/2700, 10-12=-1974/3267 WEBS 7-14=-790/630, 7-12=-1891563, 9-12=-360/359, 5-14=-790/630, 5-16=-189/553, 3-16=-360/359, 6-14=-627/1076 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-2-0, Exterior(2) 19-2-0 to 24-9-14, Interior(1) 24-9-14 to 39-4-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 680 lb uplift at joint 2 and 680 lb uplift at joint 10. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PLATES GRIP MT20 244/190 Weight: 177 lb FT = 20% `�Iillllllllll�, �` �� G•E IV S . F� fs�� 10 No 68182 'CS : X •.,,�s °N A` E�,,. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 �e MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17268603 1650_A H7 Hip 1 1 � Job Reference (optional) tduuaers t-irst bource, man: ary, t-L - JZDbb, o.< a rvmy — a . a ry . an u.uuau.ca, .... w,. .. Iy ID:InDSxDI?zEJa_tKrck6s3Nz9Jrs-OFSzgE?oVPdcEThXM3RZNYLyS7kNOY1XaDRBhVzg?pw -0 4-8-2 8-6-8 15-6-15 22-9-1 29-9-8 33-7-14 38-4-0 3 -4- -0-D 4-8-2 3-10-6 7-0-7 7-2-3 7-0-7 3-10-6 -0-0 4.00 12 5x6 = 3x4 = 4x6 = 2x4 II 5x6 = 4 19 5 6 7 20 8 2x4 3 9 18 21 z ST1.5x8 STP = 17 16 15 14 13 12 3x8 = 3x4 = 4x6 =3x6 = 5x8 = 4x6 — 3x4 = 29-9-8 7-2-3 Scale = 1:69.6 10 11 ST1.5x8 STP = 3x8 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.56 14-15 >801 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9D 14-15 >502 180 BCLL D.0 Rep Stress incr YES WB 0.58 Horz(CT) 0.20 10 n/a n/a BCDL 10.0 Code FBC2D17/TP12014 Matrix-SH Weight179 lbFT = 20% LUMBER- BRACING- COD TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly 4-6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or�- BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt� 13-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=146610-8-0, 10=1466/0-8-0 Max Horz 2=58(LC 12) - Max Uplift 2=-733(LC 8), 10=-733(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3539/2543, 34=-3361/2325, 4-5=-4464/3112, 5-7=-4466/3110, 7-8=-4466/3110. 8-9=-3361/2328, 9-10=-3539/2548 BOTCHORD 2-17=-2318/3294, 15-17=-2034/3149, 14-15=-2894/4464, 12-14=-2038/3149, 10-12=-2325/3294 WEBS 3-17=-156/30D, 4-17=-64/324, 4-15=-1002/1520, 5-15=-438/423, 7-14=404/427, 8-14=-1002/1522,8-12=-65/324,9-12=-156/303 NOTES- Jllilil)llll Unbalanced loadsconsidered Vull60mph Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., 2) Wind: ASCE 7-110; (3 secondgust) ♦.♦�pP�v�� , E N S •• �� GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-6-8, Exterior(2) B-6-8 to 14-2-6, Interior(1) .••� G `♦ �•••. 14-2-6 to 29-9-B, Exterior(2) 29-9-8 to 35-5-6, Interior(1) 35-5-6 to 394-0 zone; cantilever left and right exposed ; end vertical left �r •� • and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .� • • No 68182 j �. 3) Provide adequate drainage to prevent water ponding. d * �� ,. * 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 733 lb uplift at joint 2 and 733 lb uplift at ! �, STA F 441 � joint 10. 10 p. • `�♦♦� ors , •C? .4 R ` . r"' ,♦♦ roNA dill1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING -Verily design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T17268604 1650 A H8 Hip 1 1 � Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s may is zu to Nu IUK mousuros, nK:. Iiu JuiI o 14. 1•.. , age ID:InOSxD I?zEJa_tKrck6s3Nz9J rs-tSOL1 aOQGjlTrdFkwnyovlt7fwAjl4TgptAkEyz9?pv 1-0-0 6-6-8 12-1-8 14-4-0 100 668570 - 2-2-8 Scale = 1:26.3 5x6 = 5x6 = 3 4" 6R �n.oxnair — ST1.5x8 STP = 3x8 = 6x8 = 6-6-8 12-1-8 14-4-0 6-6-8 5-7-0 2-2-8 Plate Offsets (X Y)-- [2'0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.20 6-7 >843 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH -Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appliech_ BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5- REACTIONS. (lb/size) 2=588/0-8-0, 6=509/0-8-0 Max Horz 2=88(LC 9) Max Uplift 2=-328(LC 8), 6=-227(LC 9) r FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-995/796, 3-4=-884/841 + BOT CHORD 2-7=-831/883, 6-7=449/410 0 .� WEBS 4-7=422/527, 4-6=-547/630 �A NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160moh (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-8, Exterior(2) 6-6-8 to 14-24 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 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 328 lb uplift at joint 2 and 227 lb uplift at joint 6. Q(U I N V� '!ii �. pP ....•. •C�.., �t J . , E N ,S�i#0 .;� • v� F No 68182 ;. : 4r ST E OF C? SS jQ ... E11 • Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 r� WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not R iy111 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW y iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing OW 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/TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T17268605 1650 A H9 Hip 1 1 C Job Reference (optional) Builders Firsf Source, Plant City, FL - 32566, 8.240 s May 13 40Iv Mi i ex inuubureb, nrc. r nu duu u 1Z. 14. age , ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-tSOL1 aOQGjlTrdFkwnyovltAvW6013bgpiAkEyz9?pv 1-0-0 5-M 9-4-0 13-8-0 14-4-0 1-0-0 5-0-0 4-4-0 4-4-0 - 0-8-0 ST1.5x8 STP = 3x4 = 6x8 = Scale = 1:26.3 4x6 = 4 nn F1_9 - 3 9 10 4 2x4 0 ST1.5x8 STP = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.19 5-6 >852 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.40 5-6 >416 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.02 5 nla n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood shee 3.4: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 2=585/0-8-0, 5=506/0-8-0 Max Horz 2=102(LC 11) Max Uplift 2=-329(LC 8), 5=-238(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1142/785, 4-5=-271/317 BOT CHORD 2-6=-837/1034, 5-6=-841/1022 WEBS 3-6=0/343, 3-5=-807/647 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11-12, Exterior(2) 4-11-12 to 10-7-10, Interior(1) 10-7-10 to 14-1-4 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 2 and 238 lb uplift at joint 5. �V1,rti11 ui1r1�. tN e a C',•E+N , ' . �0 .`� .'�•�'� F '� No 68182 � r ir �:.. S OF :•�C/ r� N Afill i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17266606 1650 A HA Diagonal Hip Girder 2 1 Job Reference (optional) Builders Flrsf Source, Plant City, FL - 32566, o.zwu s iviay i a zU ra rvu I en uiuumnes, ruu. H iu uurr u ,a. . gv ID:InOSxDI?zEJa_tKrck6s3Nz9Jrs-LeakFwO211 tKTngwTUT1 SzQJ5wUzUYvg2XwHmOz9?pu -1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 Scale = 1:21.2 Id 3x4 = ST1.5x8 STP = 5-3-15 7-3-15 9-10-1 5-3-15 2 0-0 2.6-1 Plate Offsets (X Y)-- [2.0-4-11 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-7 >446 240 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 Incr NO WB 0.24 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly ap l li��e-syy. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8® y�y WEBS 2x4 SP No.3 • REACTIONS. (lb/size) 4=146/Mechanical, 2=432/0-8-0, 5=2671Mechanical Max Horz 2=137(LC 22) Max Uplift 4=-121(LC 4), 2=-380(LC 4), 5=-154(LC 8)j FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-853/602 BOT CHORD 2-7=-661/787, 6-7=-661/787 WEBS 3-7=-333/485, 3-6=-942/791 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 4, 380 lb uplift at joint 2 and 154 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 54 lb up at 4-2-15, 35 lb down and 54 lb up at 4-2-15, and 59 lb down and 105 lb up at 7-0-14, and 59 lb down and 105 lb up at 7-0-14 on top chord, and 18 lb down and 34 lb up at 1-4-15, 18 lb down and 34 lb up at 14-15. 20 lb down and 47 lb up at 4-2-15, 20 lb down and 47 lb up at 4-2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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, 2-5=-20 Concentrated Loads (lb) Vert:6=-36(F=-18, B=-18)9=-75(F=-38, B=-38) 10=58(F=29, B=29) AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .�����OU 1 N No 68182 �0�..• S 4 F . '•/ •� 4 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 19! MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Oily Ply T17268607 1650_A HJ2 Diagonal Hip Girder 1 1 -) � � Job Reference (optional) Builders First Source, Plant City, FL - 32566, b.24u s may 13 Zu1 a mt I eK mouslrles, Inc. Thu ,tun o i 2: i4:46 cO is Faye i I D:InDSxD I?zEJa_tKrck6s3Nz9Jrs-pg86S F1 goK?B5xP61 C_G_AzW EKspD21 zGBfrlgz9?pt -1-5-0 5-0-1 i 9-2-4 1.5-0 5-0-1 4-2-3 Scale = 1:20.1 3x4 = ST1.5x8 STP = 5-0-1 9-2-4 5-0-1 4-2-3 Plate Offsets (X Y)-- (2:0-4-11 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.42 2-6 >253 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.52 6 >201 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheatt BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly of WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=229/Mechanical, 2=404/0-8-0, 5=164/Mechanical Max Horz 2=130(LC 4) Max Uplift 4=-172(LC 8), 2=-310(LC 4), 5=-55(LC 8) Max Grav 4=229(LC 1), 2=404(LC 1), 5=181(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 4, 310 lb uplift at joint 2 and 55 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 54 lb up at 4-2-15, 35 lb down and 54 lb up at 4-2-15, and 59 lb down and 105 lb up at 7-0-14, and 59 lb down and 105 lb up at 7-0-14 on top chord, and 18 lb down and 34 lb up at 1-4-15, 18 lb down and 34 lb up at 1-4-15, 20 lb down at 4-2-15, 20 lb down at 4-2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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, 2-5=-20 Concentrated Loads (lb) Vert: 8=-75(F=-38, B=-38) 9=58(F=29, 13=29) 11=-36(F=-18, B=-18) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED.MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. toilrtlrllllll,' "N PQU 1 N `� J GENS' • r'��ii No 68182 ST OF '•4/ ♦ i sS 10 N Al. lrrrlltt Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 t MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T17266608 1650_A HJ3 Diagonal Hip Girder 2 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, u.z4u s may 13 zu1 B mi I etc mcusrnes, Inc. i nu uun o Ic. w:yr 4u Iv rays i ID:InOS%DI?zEJa_tKrck6s3Nz9Jrs-H1 iUgb2JZe72i5_JbvWXOVgvkF9yV46VrPOgGz9?ps -1-5-0 5-7-2 1-5-0 5-7-2 2.83 12 3x4 = 5-7-2 5-7-2 Plate Offsets (X Y)-- (2:0-3-11 Edge) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 7.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=133/Mechanical, 2=255/0-3-14, 4=43/Mechanical Max Horz 2=88(LC 4) Max Uplift 3=-114(LC 8), 2=-246(LC 4), 4=-59(LC 4) Max Grav 3=133(LC 1), 2=255(LC 1), 4=98(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud Vert(LL) -0.05 2-4 >999 240 Vert(CT) -0.08 24 >853 180 Horz(CT) -0.00 3 n/a n/a BRACING- TOP CHORD Structural wood shel BOT CHORD Rigid ceiling directly NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3, 246 lb uplift at joint 2 and 59 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 54 lb up at 4-2-15, and 35 lb down and 54 lb up at 4-2-15 on top chord, and 64 lb down and 32 lb up at 1-4-15, 64 lb down and 32 lb up at 1-4-15, and 20 lb down at 4-2-15. and 20 lb down at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=55(F=28, B=28) 7=-2(F=-1, B=-1) AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ANS11TPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% IIIIIIIII11f , PQU I N VF�'��i No 68182 O F 4 �0 N AL1;.� �• 111111III Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 PLATE LOCATION AND ORIENTATION 14- 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. 1/1fi- 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 20/20 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. 4 Industry Standards: 1hNSl/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. ETSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 tY O 2 U a- O F- Numbering System A General Safety Notes 6-4-8 j dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS BOTTOM CHORDS 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 p bracing should be considered. D: O 3. Never exceed the design loading shown and never = stack materials on inadequately braced trusses. U n. 4. Provide copies of this truss design to the building O p g g I— designer, erection supervisor, property owner and all other interested parties. 8 7 6 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED 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 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 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. rpfyryi-- 14. Bottom chords require lateral or less, if no ceiling is instal�ecj, 15. Connections not shown o 1 16. Do not cut or alter trussjh,� late out I approval of an enginee . 17. Install and load vertical 18. Use of green or treated lumb environmental, health or perfo- project engineer before use. ••" 19. Review all portions of this design+' gl and pictures) before use. Reviewing is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.