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HomeMy WebLinkAboutTrussi .: MUM END DETAIL ,r a] MAIN WIND FORCE RESISTING SYSTEMICL HYBRID IMPORTANT WIND ASCET•10 ENCLOSED Thle DI —log MVat Be Approved And E)(POSURE CATEGORY C Retained Befom Fabrication WiU OCCUPANCY CATEGORY It WIND LOAD160 MPH Bogl, For Your Protecllon Cheek All Olmanciona And CondlUona Pdor To `TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD WE LOAD ANY OTHER WE LOADS NONCONCURRENT WRH SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. ROOF LOADING FLOOR LOADING TCLL 30 PGF TOLL PSF TCDL OT PGF TCDL - PSF BCDL 10 PSF BCDL PSF By Date_ TOTAL• 07 PSF TOTAL, PSF DURATION: 1.2S DURATION: CAUTION111 NOT ATTEMPT TO ERECT SEE WITHOUT REFERRING TO ENGINEERING DRAWINGS AND Bt SUMMARY SHEETS. :ERMANENT BRACING MUST BE 'LACE PRIOR TO LOADING -S. (IA SHEATHING, L INTERIOR BEARING WALLS IST BE IN PLACE PRIOR TO ,7ALLING TRUSSES. FER TO FINAL ENGINEERING EETS FOR THE FOLLOWING. NUMBER OF GIRDER PLIES AND RING SCHEDULE BEARING BLOCK REQUIREMENTS. 14) UPLIFT AND GRAVITY REACTIONS. WARNING Backchargea W9I NaI Be Accepted Rw,ll— of Faall Wllhoat Prior W.UNcaUon By Caalomer Within 46 Hours And I- .00adon By BDUdem FWSourcc. NO EXCEPTIONS. The General Conbaclpr Ia Roaponeible For All Connecffona Other Than Trace to T—z G.W. Shear Wail, And Coonecdona. Temporary and Permanent Smcing, And CeUing And Roof Diaphm0m ConnecU... BUILDER: PORT SAINT LUCIE PROP RES: BLANDFORD MODEL ANTIGUA ADDRESS:1 SUNSET BLVD LOT/BLOCK: COUNTY: ST LUCIE CT': FORT PIERCE DRAWN BY: JL JOB O: 247565a DATE: 09MSR0 SCALE: NTS REVISIONS: 1. 2 0. d. �1� 701 S. KINGS HIGHWAY FORT PIECE, FL U945 PR (773) - "I U75 a ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2475054 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: BLANDFORD Y0 e . FL 33610-4115 Lot/Block: . Subdivision: . Address: SUNSET BLVD, . City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 30 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 T21413582 Al 9/25/20 2 T21413583 A2 9/25120 3 T21413584 A3 9/25/20 4 T21413585 A4 9/25/20 5 T21413586 A5 9/25/20 6 T21413587 A6 9/25/20 7 T21413588 A7 9/25/20 8 T21413589 A8 9/25/20 9 T21413590 A9 9/25/20 10 T21413591 B1 9/25/20 11 T21413592 B2 9/25/20 12 T21413593 B3 9125/20 13 T21413594 CJ 1 9/25/20 14 T21413595 CJ2 9/25/20 15 T21413596 CJ4 9/25/20 16 T21413597 CJ5 9/25/20 17 T21413598 CJ6 9125/20 18 T21413599 EJ3 9/25/20 19 T21413600 EJ6 9/25/20 20 T21413601 EJ7 9/25/20 21 T21413602 EJ71 9/25/20 22 T21413603 EJ72 9/25/20 No. Seal# Truss Name Date 23 T21413604 EJ73 9/25120 24 T21413605 EJ74 9/25/20 25 T21413606 HJ3 9/25/20 26 T21413607 HJ6 9/25120 27 T21413608 HJ7 9/25/20 28 T21413609 HJ71 9/25/20 29 T21413610 V1 9/25/20 30 T21413611 V2 9/25/20 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 (Fort Pierce). Truss Design Engineer's Name: Albani, Thomas 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. A. 41 0 O:. STATE OF ,,n , .c�4 , O \ OR_`�. �Ull.11.11►�� Thomas A. Nbanl.PE No.39380 MiTek USA, Inc. FL,Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2020 Albani, Thomas 1 of 1 Job Truss Truss Type QtY Ply T21413582 2475054 Al GABLE 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16.01.21 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EM mJ mnYyfZ4F-tKyyzEp7AwXFPmyMsYKgebl_YQIVcDpKAts9gKya2?S -0- 5-6-8 10-7-12 15-8-3 21-0-7 26-5-8 32-0-0 3 -0- -0-0 5-6-8 5-1-3 5-0-8 5-4-5 5-5-1 5 6-8 -0-0 Scale = 1:71.8 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 1 d NAILED 4x6 = 6.00 12 Special 13 35 NAILED ST1.5x8 STP — 30 29 28 — ' - — 27 " 26 ST1.5x8 STP = 3x4 — 5x6 —_ ST1.5x8 STP = NAILED 5x6 —_ NAILED 3x4 — 7x10 = NAILED NAILED Special NAILED NAILED Plate Offsets (X Y)-- [2:0-2-0 Edgel [19:0-3-8 0-1-8] [24:0-2-0 Edge], [27:0-3-0 0-3-01 [29:U-J-U U-3-Uj 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 0.96 Vert(LL) -0.05 26-27 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.12 26-27 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.03 24 n/a ' n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.08 26-27 >999 240 Weight: 225 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins. BOT CHORD 2x4 SP No.2 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 19-23 12-28: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-28, 19-28 JOINTS 1 Brace at Jt(s): 7, 12, 19, 14 REACTIONS. (size) 2=0-7-10, 28=0-7-10, 24=0-7-10 Max Horz 2=369(LC 24) Max Uplift 2=-483(LC 25), 28=-1987(LC 8), 24=-534(LC 8) Max Grav 2=592(LC 13), 28=4138(LC 29), 24=937(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-783/668, 3-6=-385/950, 6-8=-274/874, 8-10=-221/854, 10-13=-190/882, 3-5=-11541797, 5-7=-1154/797, 7-9=-376/895, 9-11=-376/895, 11-12=-376/895, 12-14=-361/868, 14-18=-361/868, 18-19=-361/868, 19-21 =-1 834/1025, 21-23=-1834/1025, 13-15=-196/850,15-17=-193/755,17-20=-277/784,20-23=-388/810,23-24=-1556/780 BOT CHORD 2-30=-518/904, 29-30=-521/894, 28-29=-583/876, 27-28=-518/1102, 26-27=-618/1297, 24-26=-610/1318 WEBS 7-28=-2036/984, 12-28=-1695/846, 19-28=-2928/1567, 19-27=0/471, 23-27=-254/146, 5-6=-260/210,17-18=-324/272,20-21=-024/325,12-13=-11411511,23-26=0/467 ,,`��_�p PS A NOTES- ` Q`V. • ... :♦`AZ, .• �G E N S+ •• �42_ �� 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. NO 3,93.80 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry j Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. .7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 i ♦♦ 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 ��� `� ' ��I SIS� '""' •�` �` will fit between the bottom chord and any other members. 483 lb at joint 2, 1987 lb uplift at 4 N A� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift /O �,,`��_ joint 28 and 534 lb uplift at joint 24. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albanl.PE No.39380' 11) "NAILED" indicates 3-10d (0.148" x3") or 3-12d (0.148" x3.25") toe -nails per NDS guidlines. MiTek USA, Inc. FL Cert 6634 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 161 lb up at 6904,Parke East Blvd. Tampa FL 33610 16-M, and 316 lb down and 360 lb up at 26-5-8 on top chord, and 170 lb down at 26-5-8 on bottom chord. The design/selection Date: of such connection device(s) is the responsibility of others. September 25,2020 d(3dtklUW &A#4C.9SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T21413582 2475054 Al GABLE 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, o.zau s mar S zuzu mi i eic mousiries, inc. rn aep zo _i o:u r:z ! zuzu rays z ID:QMGHgVGe6ryE1YuEMmJmnYyfZ4F-tKyyzEp7AwXFPmyMsYKgebl YQIVcDpKAts9gKya27S LOAD CASE(S) Standard .1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-13=-54, 3-23=-80(F), 13-23=-54, 23-25=-54, 2-24=-20 Concentrated Loads (lb) Vert: 13=-76(F) 22=-76(F) 27=-32(F) 26=A03(F) 35=-76(F) 36=-76(F) 37=-76(F) 38=-76(F) 39=-206(F) 40=-32(F) 41=-32(F) 42=-32(F) 43=-32(F) 44=-32(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with 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 Mire 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 ANS11TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413583 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:22 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EMmJ mnYyfZ4F-LW WLAagIxEf60wXYQGr3BorABg23LjaTPXcjCnya27R 1-0-0 8-3-4 16-0-0 23-8-12 27.83 32-0-0 3-0 0-0 8-3-4 7 8-12 7-8-12 3-11-7 4-3-13 -0-0 46 = 6.00 12 Scale = 1:61.6 ST1.5x8 STP = 12 11 10 9 ST1.5x8 STP = 4x6 = 2x4 5x8 = 3x6 = ST1.5x8 STP = 3x4 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.84 BC 0.71 WB 0.48 Matrix-SH DEFL, in Vert(LL) -0.11 Vert(CT) -0.25 Horz(CT) 0.04 Wind(LL) 0.15 (loc) I/deft L/d 2-12 >999 360 2-12 >999 240 9 n/a n/a 2-12 >999 240 PLATES GRIP MT20 2441190 Weight: 162 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11, 3-11 REACTIONS. (size) 7=0-7-10, 9=0-7-10, 2=0-7-10 Max Horz 2=-369(LC 10) Max Uplift 7=-158(LC 10), 9=-657(LC 12), 2=-566(LC 12) Max Grav 7=51(LC 22), 9=1449(LC 1), 2=1047(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16651991, 3-4=-993/745, 4-5=-987[735, 5-6=-779/551, 6-7=-288/547 BOT CHORD 2-12=-693/1584, 11-12=-694/1581, 10-11=-318/681, 9-10=-435/345, 7-9=-435/345 WEBS 4-11=-229/490, 5-11=-162/303, 3-11=-8291580, 5-10=-498/431, 6-10=-739/1266, 6-9=-1358/855, 3-12=0/337 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 16-0-0, Exterior(2) 16-0-0 to 22-M, Interior(1) 22-0-0 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 DOL=1.60 ,% S qA. 4'r plate grip 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' has been for 20.Opsf bottom in 3 6-0 tall by 2-0-0 ,,� O�P % `�,• �% G E A15+.; 4) This truss designed a live load of on the chord all areas where a rectangle 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 158 lb uplift at joint 7, 657 lb uplift at NO 3,93.80 •� joint 9 and 566 lb uplift at joint 2. * o i • *OR N :- I - C-> .,�sS/O N AI-E ��,• A Thomas A. Mani PE No.39386' MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413584 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:23 2020 Page 1 I D:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-pj4jOwrNiXnze46k_zM IkONLH E0049kdeBLGkDya2?Q 1-0-0 8-3.4 16-0-0 23-8-12 32-0-0 3-0-0 -0-0 8-3-4 7-8-12 7-8-12 8-3-4 -0-0 4x6 = 6.00 12 Scale = 1:57.0 ST1.5x8 STP = 10 9 8 ST1.5x8 STP = 4x6 = 2x4 II 5x8 = 2x4 11 46 = 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 0.88 Vert(LL) -0.12 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.28 6-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 MatrixSH Wind(LL) 0.17 6-8 >999 240 Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-9, 3-9 REACTIONS. (size) 2=0-7-10, 6=0-7-10 Max Horz 2=-369(LC 10) Max Uplift 2=-649(LC 12), 6=-649(LC 12) Max Grav 2=1232(LC 1), 6=1232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2063/1218, 3-4=-1393/974, 4-5=-1393/974, 5-6=-2063/1218 BOT CHORD 2-10=-899/1890, 9-10=-900/1886, 8-9=-924/1745, 6-8=-923/1749 WEBS 4-9=-446/793, 5-9=-824/579, 5-8=0/341, 3-9=-823/579, 3-10=0/341 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 16-0-0, Exterior(2) 16-0-0 to 22-", Interior(1) 22-0-0 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,♦♦r► S I��, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ e 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 649 lb uplift at joint 2 and 649 lb uplift at joint6. No 3.9380 r r � * r li T•• .•��� w Thomas A. Albani PE No.39380' MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd..Tampa FL 33610 Date: September 25,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Truss Type A4 Roof Special stSource (Fort Pierce), Fort Pierce, FL - 34945, 8-3-4 b -0-0 8-3-4 7 6.00 12 46 = 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 23-10-0 T21413585 Scale = 1:59.2 0 ST1.5x8 STP = 11 ST1.5x8 STP = 5x8 = 4x6 = 4x6 = 3.00 12 6x8 2x4 11 8-3-4 16-3-10 23-1 32-0-0 8-3-4 8-0-6 %0 7-6-6 8-2-0 Plate Offsets (X Y)— [3:04-0 0-3-0] [5:04-0 0-3-01 [6:0-5-9,Edgel, [9:0-5-40-2-81 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 0.90 Vert(LL) -0.27 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.56 8-9 >671 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.28 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.34 8 >999 240 Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 3-9, 5-9 6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 6=0-7-10 Max Horz 2=370(LC 11) Max Uplift 2=-649(LC 12), 6=-649(LC 12) Max Grav 2=1232(LC 1). 6=1232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2065/1214, 34=-1375/971, 4-5=-1407/984, 5-6=-0698/2094 BOT CHORD 2-11=-900/1891, 9-11=-901/1887, 8-9=-1777/3302, 6-8=-1779/3304 WEBS 3-11=0/362, 3-9=-839/574,4-9=-440/778, 5-9=-2324/1464, 5-8=-792/1755 NOTES- 1) Unbalanced roof live loads have been considered for this design. �/� 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf-, h=15ft; B=45ft; L=60ft; eave=7ft; Cat. rior(2) ,,���' �Q�S A q�e II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte-1-0-0 to 5-0-0, Interior(1) 5-M to 16-0-0, Exterior(2) 16-0-0 to �. 0 22-0-0, Interior(1) 22-0-0 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions `�� �Z 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. Nb 39380 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. 41 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2 and 649 Ib upliftat O F ; joint 6. still!n.n�i1` * Thomas A. Albani:PE N0.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2020 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE Mil-7473 rev. 511912020 BEFORE USE. • Design valid for use only with IvI connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type Illy IPIy T21413586 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:24 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-Hve5bGsOTrvgGDhxXhtXGDwWxehvpXl mtr5gHfya2?P 1-0-0 8-3-4 15-0-0 17-0-0 23-10-0 32-0-0 3-0 -0-0 8-3� 6-8-12 2-0-0 6-10-0 8-2-0 -0-0 4x6 = 5x6 = 4x6 = 6.00 12 _ 3x6 = 3x4 = 6-8-12 5x12 3.00 12 V 6x8 Scale = 1:60.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.28 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.55 9-10 >683 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.27 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.33 9 >999 240 Weight: 164 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except* WEBS 1 Row at midpt 6-10, 4-12 7-9: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 7=0-7-10, 2=0-7-10 Max Harz 2=349(LC 11) Max Uplift 7=-649(LC 12), 2=-649(LC 12) Max Grav 7=1256(LC 18), 2=1273(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2093/1318, 3-4=-2161/1622, 4-5=-1215/1040, 5-6=-1414/1047, 6-7=-3680/2299 BOT CHORD 2-12=-103612009, 10-12=-525/1317, 9-1 0=-1 956/3283, 7-9=-1959/3285 WEBS 3-12=-516/629, 5-10=-293/464, 6-9=-882/1747, 6-10=-2341/1596, 4-1 0=-1 57/304, 4-12=-753/1028 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to 255-13, Interior(1) 25-5-13 to 33-0-0 zone; cantilever 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 = I O.Opsf. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 7 and 649 lb uplift at joint 2. .���,��PS A.• No 3.9380 Thomas AL Mani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd..Tampa FL 33616 Date: September 25,2020 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413587 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:25 2020 Page 1 ID:QMGHgVGe6ryE1 YuEM mJmnYyrZ4F-15BTpcseE91 htNG75OOmpRTmtl3gY_Bv5VgN p6ya2?O 1-0-0 fi-9 4 13-0-0 19-0-0 23-10-0 32-0-0 3-0- -0-0 66 9� 6-2-12 6-0-0 4-100 8-2-0 -00 5x6 = 5x8 4 14 15 5 ST1.5x8 STP = - 5x6 = 5x6 = 3x6 = 3.00 12 ST1.5x8 STP = 6x8 Scale = 1:59.8 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 0.55 Vert(LL) -0.28 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.50 10-11 >748 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.23 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.29 7-9 >999 240 Weight: 156 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 34-1 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-1 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midpt 5-9 7-9: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 7=0-7-10 Max Horz 2=305(LC 11) Max Uplift 2=-649(LC 12), 7=-649(LC 12) Max Grav 2=1269(LC 17), 7=1248(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2141/1453, 34=-2053/1533, 4-5=-1370/1132, 5-6=-3584/2663, 6-7=-3659/2402 BOT CHORD 2-11 =-1 174/2036, 10-11=-706/1439, 9-10=-799/1551, 7-9=-2039/3262 WEBS 3-11=-382/495, 4-11=482/760, 5-10=-366/312, 5-9=-1663/2358, 6-9=-379/526 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. �� .A ,���� 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. ,_APS '• q� �s, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterjor(2) 13-0-0 to �� a �i♦ 27-5-13, Interior(1) 27-5-13 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions `�� ,��`.��\ G•E N `S�`•- 92/ ♦♦ shown; Lumber DOL=1.60 plate grip DOL=1.60 i 3) Provide adequate drainage to prevent water ponding. NO 39380 • 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 = I O.Opsf. -� 6) Bearing at joints) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify F capacity of bearing surface. 0 O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift atjoint 2 and 649 lb uplift at ♦ ,�• Q.•: �1 �� joint 7. �i♦ �S•. O R \'D • ��,�� S�ONAV- Thomas A. Alb anl PE No.39380 Mrrek USA, Inc. FLbe,R 6634 6904 Parke East Blvd. Tampa FL 33616 Date: September 25,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"PI1 Quality Criteria, BSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413588 6 s FirstSource (Fort Pierce), Fort Pierce, FL - 34945. 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:26 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-EI IrOytG?S9XVXgJf6w?Le?x6RP?HSX3K9awLYya2?N 1-0-01 5-9 4 11-0-0 16-3-10 21-0-0 23-10-0 32-M 3-0 -0-O 5-9� 5-2-12 5-3-10 4-8-6 2-10-0 8-2-0 . ST1.5x8 STP = 3x6 = 5x6 = 5x6 = 2x4 II 5x6 = 4 15 16 ° 17 18 6 3.00 12 , 8-0-0 16-3-10 23-1 %0 32-M 8-0-0 8-3-10 7-6-6 8-2-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-2] [4:0-3-0,0-2-0], f6:0-3-0,0-2-01[8:0-5-9,Edge] [11:0-5-4,0-2-81, [12:0-3-0,0-34] ST1.5x8 STP = 6x8 Scale = 1:59.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.22 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.48 10-11 >789 240 BCLL 0.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.22 8 n/a n/a BCDL 10.0 Code FBC2017[FP]2014 MatrixSH Wind(LL) 0.27 8-10 >999 240 Weight: 158 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 *Except* 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=262(LC 11) Max Uplift 2=-649(LC 12), 8=-649(LC 12) Max Grav 2=1250(LC 17), 8=1232(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-15 or, bracing. FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2119/1530, 3A=-1945/1464, 4-5=-1666/1344, 5-6=-166611344, 6-7=-3584/2713, 7-8=-3664/2456 BOT CHORD 2-12=-124711992, 11-12=-837/1537, 10-11=-1077/1928, 8-10=-2075/3267 WEBS 3-12=-313/432, 4-12=-291/543, 4-11=-235/398, 5-11=-309/361, 6-11=-323/189, 6-10=-1569/2139,7-10=-368/535 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 195-13, Interior(1) 19-5-13 to 21-0-0, Exterior(2) 21-0-0 to 29-5-13, Interior(1) 29-5-13 to 33-0-0 zone; cantilever 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 jive 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 = I O.Opsf. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2 and 649 lb uplift at joint 8. A. ' • AZ. '• CENg •.2 No 393.80 i�• •��� S/0 N P►L `` �,` 111111111SO Thomas A. Albanl PE No.39380 MTek V§A, Inc: FL Cert'6634 6904 Parke fast Blvd. Tampa FL 33616 Date: September 25,2020 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev. 51IM020 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 Welk' 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type IQty IPly T21413589 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:27 2020 Page ' ID:QMGHgVGe6ryE1 Yu EMmJmnYyfZ4F-iUJ D EluummHO7h PW DpREusY3CdJOzkCZpJUuya2?M 1-0-0 4-9 4 9-0-0 16-3-10 23-0-0 27-3-2 32-0-0 3-0 -0-0 1 4 4-2-12 7-3-10 6-8-6 4-3-2 4 8-14 0-0 Scale = 1:59.1 d 5x8 = 3x4 = 5x6 = 4 1415 a 1617 6 ST1.5x8 STP = 12 11 ST1.5x8 STP = 5x6 = 5x8 = 3x6 = 3.00 12 6x8 Zz M-0 i 16-0-10 23-10-0 32-M 9-0-0 7-3-10 7-6-6 8-2-0 Plate Offsets (X Y)-- [2:0-0-0 0-0-21 [4:0-6-0 0-2-8] [6:0-3-0,0-2-0] [8:0-5-9,Edge], [11:0-5-4,0-2-8], [12:0-3-0,0-34] 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 0.76 Vert(LL) -0.24 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.54 10-11 >699 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.24 8 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 MatrixSH Wind(LL) 0.31 10-11 >999 240 Weight: 157 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=218(LC 11) Max Uplift 2=-649(LC 12), 8=-649(LC 12) Max Grav 2=1232(LC 1), 8=1232(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2092/1538, 3-4=-1880/1335, 4-5=-2067/1580, 5-6=-2651/1859, 6-7=-3448/2232, 7-8=-3591/2562 BOT CHORD 2-12=-1244/1854, 11-12=-906/1642, 10-11=-1241/2128, 8-10=-2187/3203 WEBS 3-12=-281/383, 4-12=-94/380, 4-11=-421/595, 5-11=-650/584, 5-1 0=-315/66 1, 6-10=-723/1292,7-10=-195/418 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 23-0-0, Exterior(2) 23-0-0 to 31-8-3, Interior(1) 31-8-3 to 33-0-0 zone; cantilever 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) Bearing at joint(s) 8 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2 and 649 lb uplift at joint 8. ``,��i111.11/1////I %% i O ,9 No 39380 • r • •'O : • irz 40 elf of 11.1111 Thomas A. Albanl PE 140.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd -Tampa FL 33610 .Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413590 A9 Hip Girder 1 Job Reference (optional) s FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:29 2020 Page 1 ID:QMGHgVGe6ryE1YuEMmJmnYyIZ4F-etR_f v8HNY6M?ZuKETizHdOofPeUrOV07obytya2?K 1-0-0 7-0-0 11-7-13 16-3-10 22TO 25-0-0 32-0-0 3-0 -0-0 7-0-0 4-7-13 4-7-13 6-7-6 2-1-0 7-0-0 0-0 Scale = 1:59.1 Special NAILED NAILED NAILED NAILED NAILED 5x8 = Special NAILED 3x4 = NAILED 5x6 = 4x6 = NAILED 3x4 = 4x6 = 6.00 12 3 17 184 19 20 21 5 22 23 6 24 7 8 ST1.5x8 STP = 16 25 15 26 14 27 28 13 29 NAILED NAILED ST1.5x8 STP — 3x8 2x4 I 4x6 = 3x4 = NAILED 6x8 = 3.00 12 Special Special NAILED NAILED NAILED NAILED 7-M , 11-7-13 , 16-0-10 _ 22-11-0 , 24-9-0 7-0-0 4-7-13 4-7-13 6-7-6 1-10-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017fTP12014 CSI. TC 0.81 BC 0.84 WB 0.69 MatrixSH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.33 12-13 >999 360 -0.61 12-13 >618 240 0.25 9 n/a n/a 0.49 12-13 >761 240 PLATES GRIP MT20 244/190 Weight: 354 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Horz 2=175(LC 31) Max Uplift 2=-1390(LC 8), 9=-1453(LC 8) Max Grav 2=2499(LC 36), 9=2549(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4792/2575, 3-4=-5646/3146, 4-5=-6241/3532, 5-7=-9499/5271, 7-8=-8064/4476, 8-9=-8828/4806 BOT CHORD 2-16=-2131/4280, 14-16=-2135/4303, 13-14=-2917/5706, 12-13=-3361/6443, 11-12=-5014/9451,9-11=-4228/7941 WEBS 3-16=-88/625, 3-14=-980/1857,4-14=-928/723, 4-13=-481/797, 5-13=-162311109, 5-12=-1849/3444, 7-12=-363/981, 7-11=-2082/1139, 8-11=-1940/3843 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"&') nails as follows: `�,�� „11i' Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. �� S A. q� /�, OP • • e Webs connected as follows: 2x4 -1 row at 0-9-0 Co. 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 �%`� `��,��'.•�\C''E N S�`•-7 ice' ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. NO 39380 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 = 5) Provide adequate drainage to prevent water ponding. �I 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F 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 •' .0 O ,• v will fit between the bottom chord and any other members. i ��j 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify '�' •,� R `•' �� I�; SS • • • • • capacity of bearing surface. 9) Provide truss to bearing 1390 lb 2 1453 lb uplift ` �, ��/� N A``���� mechanical connection (by others) of plate capable of withstanding uplift at joint and � � at joint g M) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Thomas A. Mani PE N0.39380 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 344 lb down and 363 lb up at MTek USA, Inc. FL Cert 6634 7-0-0, and 286 lb down and 350 lb up at 25-0-0 on top chord, and 337 lb down and 151 lb up at 7-0-0, and 483 lb down and 249 lb 6904 Parke East Blvd. Tampa FL33610 up at 24-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. per. September 25,2020 Q00r4L6&Rffi ftaandard ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 511912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type Girder Fort Pierce, FL - 34945, kIKEfR]**1#I 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:30 2020 Page 2 ID:QMG HgVGe6ryE1 YuEMmJmnYyfZ4F-63?MsJwm2hgz_885ux_xWUAZY2ltDIGfFnY8UJya2?J LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-13=-20, 12-13=-20, 11-12=-20, 9-11=-20 Concentrated Loads (lb) Vert:3=-155(B) 6=-101(B)8=-65(B)12=-58(B)11=-448(B)16=-323(B)7=-106(B)17=-105(B) 18=-105(B)19=-105(B)21=-105(B)22=-110(B) 24=-98(B)25=-58(B) 26=58(B)27=-58(B)28=-58(B)29=-54(B)30=-63(B)31=-66(B) AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type IQty IPIy T21413591 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:30 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-63?MsJwm2hgz_885ux_xWUAZg2gDDPefFnY8UJya2?J 1-0-0 4-4-4 6-2� 7-2-0 8-0-0 8-10-0 9-9-13 11-7-12 16 0-0 1-0-0 4-4-4 1-9-15 0-11-13 0-10-0 0-10-0 0-11-13 1-9-15 4-4-4 3x6 = Scale = 1:31.6 3x6 = 5 3x6 = 4 6 13 6.00 12 2x4 II 12 2x4 II 3 7 14 11 8 2 �Li Li I� s c 15 e a 10 16 9 c e ST1.5x8 STP = 2x4 2x4 ST1.5x8 STP = 3x8 i 3x8 4-4-4 11-7-12 16-0-0 4-4-4 7-3.8 4-4-4 Plate Offsets (X Y)— [2:0-2-10 0-1-81 [5:0-3-0 Edge] [8:0-2-10 0-1-81 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 0.80 Vert(LL) -0.23 9-10 >818 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.54 9-10 >341 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.13 9-10 >999 240 Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 8=0-7-10, 2=0-7-10 Max Horz 2=187(LC 11) Max Uplift 8=-22(LC 12), 2=-129(LC 12) Max Grav 8=1045(LC 19), 2=1122(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1807/61, 3-4=-1373/232, 4-5=0/1297, 5-6=0/1306, 6-7=-1367/250, 7-8=-1799/82 BOT CHORD 2-10=0/1467, 9-10=0/1467, 8-9=0/1467 WEBS 4-6=-2859/184, 7-9=0/784, 3-10=0/784 NOTES - I) 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-0-0, Exterior(2) 8-0-0 to 14-M, Interior(1) 14-0-0 to 15-8-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.Olb AC unit load placed on the bottom chord, 8-0-0 from left end, supported at two points, 2-0-0 apart. `_* S A./�� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `\V'P %. 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 �`�,•� C E N9,�,�♦�'P will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 ``�� i NO 39380 • • 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-10 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 8 and 129 lb uplift at joint 2. -� 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. �• • �♦O�� .40RVO.' ♦♦��SS�O ��� ��. N A1- Thomas A. Albani PE No.39380 'M[Tek USA, Inc. FL Cert 6634 69M 0arke EastBlvd..Tampa IL 33616 Date: September 25,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 p/� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413592 =irstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:31 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EMmJ mnYyfZ4F-aFZk3fxPp?ogbljHSfVA2ijkbSASysvoU RHh l lya2?I 1-0-0 4-4-4 6-2-3 7-2-0 8-0-0 8-10-011-7-12 16-0-0 17-0-0 1-0-0 4-4 4 1-9-15 0-11-13 0-10-0 0-10-0 0-11-13 1-9-15 444 1-0-0 Scale = 1:30.3 3x6 = 3x6 3x6 = 6 6.00 12 // \ 14 2x4 I I 1 g 2x4 7 I 15 12 8 A9M 11 16 17 10 c• s. ST1.5x8 STP = 2x4 11 2x4 I I ST1.5x8 STP = 3x8 i�- 3x8 444 11-7-12 16-0-0 4-4-4 7-3-8 4-4 4 Plate Offsets (X Y)— [2:0-2-10 0-1-8] [5:0-3-0 Edge]f8'0-2-10 0-1-8] 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 0.79 Vert(LL) -0.22 10-11 >824 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.54 10-11 >343 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.12 10-11 >999 240 Weight: 76 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.2 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Horz 2=-195(LC 10) Max Uplift 2=-124(LC 12), 8=-124(LC 12) Max Grav 2=1121(LC 18), 8=1121(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1797/37, 3-4=-1365/202, 4-5=011293, 5-6=0/1295, 6-7=-1364/202, 7-8=-1796/37 BOT CHORD 2-11=0/1476, 10-11=0/1476, 8-10=0/1476 WEBS 4-6=-2838/76, 7-10=0/783, 3-11=0/783 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 8-0-0, Exterior(2) 8-0-0 to 14-M, Interior(1) 14-0-0 to 17-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.01b AC unit load placed on the bottom chord, 8-0-0 from left end, supported at two points, 2-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 2 and 124 lb uplift at joint 8. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,`��I11.111���• No 39380 •Ir: it, Zft ;64' ®r'"o xila Ilnnl. Thomas A. Albani PE No.39386 MiTek USA, Inc. FL Cert 6634 6904 Pailfe'East Blvd. Tampa FL 33616 Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Truss Truss Type B3 GABLE Qty1 Ply 1 T21413593 FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MITek Industries, Inc. Fri Sep 25 16:01:32 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EMmJmnYyfZ4F-2R76H?y1 a Iwh DS IT?MOPbvFOVsWShJExi51 FZCya2?H 3-0-0 8-0-0 13-0-0 16-0-0 17-0-0 , 1-0�0 3-0-0 5-0-0 5-0-0 3-0-0 Scale = 1:31.3 46 = TOP CHORD MUST BE BRACED BY END JACKS, ST1.5x8 STP = Special NAILED NAILED 3x8 = NAILED NAILED Special ST1.5x8 STP = 3x4 = 3x4 = 3-0-0 8-0-0 13-0-0 16-0-0 3-0-0 5-0-0 5-0-0 3-0-0 Plate Offsets (X Y)— [2:0-2-0,Edge], [7:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.04 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.09 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.06 9-10 >999 240 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-14 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 5 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 7=0-7-10 Max Horz 2=-195(LC 6) Max Uplift 2=522(LC 8), 7=-522(LC 8) Max Grav 2=1046(LC 29), 7=1046(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1935/786, 3-4=-1043/447, 35=-687/326, 5-6=-687/326, 4-6=-1044/447, 6-7=-1932/786 BOT CHORD 2-11=-622/1805, 10-11=-633/1796, 9-10=-633/1714, 7-9=-622/1724 WEBS 5-10=-25/314, 4-5=-193/624 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. r1�I�,' II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ,�tt� S A. ` �q�e /e' plane Gable End Details as applicable, or consult building designer as ANSI/TPI 1. ' •., qualified per 4) Provide adequate drainage to water pending. ,% C E•IV .l ' SAC`'•, prevent 5) All plates are 2x4 MT20 unless otherwise indicated. i NO 39380 6) Gable studs spaced at 2-M oc. r 7) This truss has been designed for a 10.0 psf bottom chard 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 �� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 522 lb uplift at joint 2 and 522 lb uplift at joint 7. �. • 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � O 41 T Q. "NAILED" NDS •� �� '� ''•O'D.•` 11) indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 lb down and 117 Ib up at R �I� ss� • •'''�\ b0-p0,at 81b down and 110 8 l d7 971bupat as at ��,� N Al 01��`� � 97 lb downbupat and 88 b p at 11-4 d b dawn annd188 b up 12-7 1 alndupat 25 lb down and 1 b p at ' 13-M on top chord, and 40 ib down at 3-0-0, and 40 Ib down at 12-10-15 on bottom chord. The design/selection of such Thomas A. Albany PE No.39380 connection device(s) is the responsibility of others. MITek USA, Inc. FL Cert 6634 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33616 LOAD CASE(S) Standard Date. September 25,2020 Continued on page 2 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type B3 IGABLE (Fort Pierce), Fort Pierce, FL-34945, T21413593 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:32 2020 Page 2 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-2R76H?yl a Iwh DS IT?MOPbvFOVsWShJExi51 FZCya2?H LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 3-6=-60(F), 4-6=-54, 6-8=-54, 2-7=-20 Concentrated Loads (lb) Vert: 11=-16(F) 9=-16(F) 18=-3(F) 23=-3(F) 24=-6(F) 25=-6(F) 26=-6(F) 27=-6(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413594 Jack FirstSource (Fort Pierce), Fort Pierce, F L - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:33 2020 Page 1 I D:QMG HgVGe6ryE1 Yu EMmJmnYyfZ4F-WegVU LzfLc2YrctfZ4Ye87oEeGzzQog5ximo5eya2?G -1-0-0 1-0-0 r 1-0-0 1-0-0 2x4 = ST1.5x8 STP = Scale = 1:7.0 Plate Offsets (X Y)-- [2:0-1-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-P Wind(LL) 0.00 2 '"' 240 Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=66(LC 12) Max Uplift 3=-8(LC 1), 2=-141(LC 12) Max Grav 3=25(LC 12), 2=128(LC 17), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 8 lb uplift at joint 3 and 141 lb uplift at joint 2. 440 CEN NO 3.93.80 yt .�� J* Jilt 'O N AL Thomas A Albani PE No.39380 MiTek USA, Inc. FLCert 6634 6994 Parke fast Blvd -Tampa FL 33616 .Date: September 25,2020 ®WARNING- Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119r202O 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 ANS11TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 CJ2 Builders FirstSource (Fort Pierce), Fort Pierce, FL - Type Jack T21413595 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:33 2020 Page ' ID:QMGHgVGe6ryE1 Yu EMmJmnYyfZ4F-WegVU LzfLc2YrctfZ4Ye87oEpGzZQog5xlmo5eya2?G 1-0-0 1-0-0 d d m 0 N O Scale = 1:7.0 3x4 ST1.5x8 PTP = Plate Offsets (X,Y)— [2:0-1-3,Edoej 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 0.11 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Harz 2=62(LC 12) Max Uplift 3=-1O(LC 9), 2=-131(LC 12) Max Grav 3=17(LC 8), 2=126(LC 17), 4=18(LC 3) FORCES. (lb) - Max. Camp./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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify��, i capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 131 lb uplift at �� I'r S A,l,''� !I� joint 2. ,� oP �44 i -. c E nl `S'Fegilj/ i i NO 3.9380 .o Ft Thomas A. Albanl PE No.39386 Mi USA, Inc. FL Cert 6634 6904 Parkef East Blvd..Tampa FL 33610 Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type IQty Ply T21413596 Jack Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:34 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-?q EtihzH6wAPSmSs7n3tgKLOfg Ij9F4EAPW Ld4ya2?F 1-0-0 3-0-0 1-0.0 3-0-0 Scale: 1 "=1' 3x4 % ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 0.00 2 ' * 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP ND.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-58(LC 12), 2=-144(LC 12) Max Grav 3=72(LC 17), 2=190(LC 17), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrrPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3 and 144 lb uplift at joint 2. No 39380 ♦ v ON Thomas A. Albani PE No.39380 MITek USA, Inc. FL:Cert 6634 6904 Fakti East Blvd. Tampa FL 33610 Date: September 25,202C ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T21413597 2475054 CJ5 Corner Jack 4 1 Job Reference (optional) Builders FirstSource (Fart Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:34 2020 Page 1 I D:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-?gElihzH6wAPSmSs7n3tgKLHBgFg9F4EAPW Ld4ya2?F -1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:19.2 I�7 3x4 = ST1.Sx6 STP = 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 0.58 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Wind(LL) 0.00 2 ***' 240 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=172(LC 12) Max Uplift 3=-125(LC 12), 2=-158(LC 12) Max Grav 3=146(LC 17), 2=261(LC 17), 4=92(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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever 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 125 lb uplift at joint 3 and 158 lb uplift at joint 2. o�%, .S, Aq,��s,'. �. 0•... �9 No 39380 • Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. September 25,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire ke 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/iPN Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 )b Truss Truss Type Qty Ply T21413598 $75054 CJ6 Comer Jack 2 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:35 2020 Page 1 ID:QMG HgVGe6ryE1 YuEMmJmnYyfZ4F-TOoFv1_vtD IG4w12hVa6DYtSj3b2uiKO03FvAWya2? E 1-0-0 5-M J 1 A-0 Scale = 1:18.3 46 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 2-4 >984 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(LL) 0.00 2 "•• 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=170(LC 12) Max Uplift 3=-128(LC 12), 2=-155(LC 12) Max Grav 3=147(LC 17), 2=260(LC 17), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oG purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Gc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 3 and 155 lb uplift at joint 2. ``a`�f11117111I��I .��, �p,S '••,. $7Az � � G E N No 3.9380 p'• '<v: � Fsi R � , �1, % Thomas A Albanl PE No.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33616 Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not '• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413599 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 2x4 = ST1.5x8 STP = 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:35 2020 Page 1 ID:QMG HgVGe6ryE1 Yu EMmJmnYyfZ4F-TOoFvi _vtD IG4wl2hVa6DYtZJ3ezuiKO03FvAWya2?E 3-0-0 3-0-0 Scale: V=V 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 0.17 Vert(LL) -0.00 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 - " 240 Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=119(LC 12) Max Uplift 3=-55(LC 12), 2=-148(LC 12) Max Grav 3=71(LC 17), 2=191(LC 17), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 or, purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 55 lb uplift at joint 3 and 148 lb uplift at joint 2. ♦ ... B 7 No 39380 .�O <v� Ir RI is�M.1 N A� E�♦�� Thomas A Alban/'PE No.39380 MiTek USA, Inc. FL Ceft 6634 ke 6904 ParEast Blvd. Tampa FL 33610 Date: September 25,202C ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type IQty IPly T21413600 EJ6 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:36 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-xDMd7N?XeXQ7i3bEEC5LIIQb2TwBd9aXdj?Sizya2?D 1 _011 5-6-8 I 3x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.04 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.09 2-4 >728 240 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 Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=187(LC 12) Max Uplift 3=-143(LC 12). 2=-162(LC 12) Max Grav 3=166(LC 17), 2=281(LC 17), 4=103(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:20.5 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 5-5-12 zone; cantilever 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 143 lb uplift at joint 3 and 162 lb uplift at joint 2. No 39380 So Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke fast Blvd. Tampa FL 33610 Date: September 25,2020 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 BCSt Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa. FL 36610 Type Qty IPIy T21413601 I I I I IJob Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:36 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-xDMd7N?XeXQ7i3bEEC5LIIQYmTrndgaXdj?Sizya2?D 1-0-0 7-0-0 1.0-0 7-0-0 3x8 = ST1.5x8 STP = 7-M 7-0-0 Scale = 1:24.8 Plate Offsets (X Y)-- [2.0-8-0 0-0-10j 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 0.96 Vert(LL) -0.08 2-4 >957 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 2-4 >424 240 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-SH Wind(LL) 0.15 2A >534 240 Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=226(LC 12) Max Uplift 3=-164(LC 12), 2=-175(LC 12) Max Grav 3=199(LC 17), 2=336(LC 17), 4=122(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=5.Opsf; h=15ft; 6=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-M to 6-11-4 zone; cantilever 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 164 lb uplift at joint 3 and 175 lb uplift at joint 2. , ' J�%O�p.S A. • A4e9 ee No 39380 'if iI Thomas A: A_ Ibanl PE No.39380 Miek USA Inc. FL Cert 6634 6904 Parke East Bhid_Tampa FL 33610 Date: September 25,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 ANSL TPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type EJ71 Ply Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:37 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EMmJmnYyfZ4F-PPw?Kj09PrY_J DARowcalzyiGtBvMcggsMkOEPya2?C -1-0-0 7-0-0 1-0-0 7-0-0 I 6x8 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.09 2-4 >933 360 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.19 2-4 >414 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.15 2-4 >517 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=224(LC 12) Max Uplift 3=-166(LC 12). 2=-172(LC 12) Max Grav 3=200(LC 17), 2=335(LC 17), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:23.0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7A0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 172 lb uplift at joint 2. Ar,q����i�. V NO 3.93.80 O. F Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Pafke.East Blvd. Tampa FL 33610 bate: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type Qty Ply T21413603 EJ72 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:37 2020 Page 1 ID:QMGHgVGe6ryE1 Yu EM mJ mnYyfZ4F-PPw?KjO9PrY_J DARowcalzyl_tEU Mc?gsMkOEPya2?C 1-0-0 5-4-0 7-0-0 1-0-0 5-4.0 1-8-0 I 5x6 = — -- ST1.5x8 STP = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 2-6 >739 360 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.21 2-6 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.25 2-6 >314 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=224(LC 12) Max Uplift 4=-101(LC 12). 2=-172(LC 12), 5=-57(LC 12) Max Grav 4=181(LC 17), 2=335(LC 17), 5=103(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:24.5 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-M to 6-11-4 zone; cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4, 172 lb uplift at joint 2 and 57 lb uplift at joint 5. %``%%_`�PS' A. �9! o •..• �e�i �I Nb 39380 -p O R `Q ss'O N A�-�E� �11ri . Thomas A. Alban PENo.39386 MTek USA Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2020 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSIIFP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type 75054 T21413604 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:38 2020 Page 1 I D:QMGHgVGe6ryE1 Yu EMmJmnYyfZ4F-tbUOX2OoA8grxN IdMd7prAVymHbR538g5OUZmrya2? B 1-0-0 3 4-0 7-0-0 1-0-0 3-% 3-8-0 19 4x6 :::� 3.00 12 ST1.5x8 STP = I� 0 Scale = 1:24.9 3-4-0 3-8-0 Plate Offsets (X,Y)-- [2:0-0-14,Edgej 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 0.67 Vert(LL) -0.13 6 >596 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 6 >324 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.32 6 >248 240 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=224(LC 12) Max Uplift 4=-138(LC 12), 2=-172(LC 12), 5=-20(LC 12) Max Grav 4=190(LC 17). 2=335(LC 17), 5=101(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/77 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 4, 172 lb uplift at joint 2 and 20 lb uplift at joint 5. ����,,� PS, A. q4A 11P NO 39$;80 0�. Thomas A. Nbani.PE No.39380 'Welk 11SA, Inc. FL W 6634 6904 Parke East Blvd..Tampa FL 33610 .Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS ANDINCLUDEDMITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p 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 ANS11TPl1 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type city Ply T21413605 2475054 EJ74 Jack -Open 1 1 Job Reference o tional Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 1No 1-4-0 1-0-0 "1 3x4 ST1.5x8 STP = 3.00 12 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:38 2020 Page 1 ID:QM GHgVGe6ryE1 YuEMmJmnYyfZ4F-tbUOX20oA8grxN IdMd7prAVxl HZV512g50UZmrya2?B 7-0-0 1, 4-0 7-0-0 1-4-0 5-8-0 Plate Offsets (X,Y)— [2:0-1-3,Edgel, [3:0-1-12,0-0-14), [6:0-4-0,0-2-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.08 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0A7 5-6 >473 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.19 5-6 >414 240 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Harz 2=224(LC 12) Max Uplift 4=-163(LC 12), 2=-172(LC 12) Max Grav 4=204(LC 17). 2=335(LC 17), 5=115(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-465/101 WEBS 3-6=-121/439 Scale = 1:24.9 IN 6 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 4 and 172 lb uplift at joint 2. i �� •• S�• 'mod No 39380 /yam r ftb ♦ • '����iS��►VA1-E� aG Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert6634 6904 Rarke East Blvd. Tampa FL 33610 .Date: September 25,2020 ®WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss Truss Type Qty Ply T21413606 HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:39 2020 Page 1 ID:QMGHgVGe6ryE1YuEMmJmnYyfZ4F-Lo2m101 QxSohZXKpwKf2NO2CNh?9gWJzJgD6JIya2?A 1-5-0 4-2-3 1-5-0 4-2-3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-10-7, 4=Mechanical Max Horz 2=118(LC 8) Max Uplift 3=-78(LC 8), 2=-231(LC 8) Max Grav 3=68(LC 1), 2=225(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale:1 "=1' PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 78 lb uplift at joint 3 and 231 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 5=44(F=22, B=22) A. %�00 ..... A & % No 39380 i0•, •(vim♦ ONAL Thomas A. Afbani PE'N0.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd -Tampa FL 33616 Date: September 25,202C ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type nal Hip Girder T21413607 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, -1-5-0 I I IJob Reference (optional) 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:40 2020 Page 1 ID:QMG HgVGe6ryE1 Yu EMmJmnYytZ4F-p_b8yk22imwYAhvOT2AHwbaEV4B8ZzZ7YKzgrkya2?9 7-8-9 NAILED 3x4 7-8-9 — 7-8-9 Plate Offsets (X,Y)-- [2:0-1-1,Edge) Scale = 1:19.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0A4 2-4 >625 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.30 2-4 >294 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.14 2-4 >639 240 Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-10-7, 4=Mechanical Max Horz 2=185(LC 8) Max Uplift 3=-305(LC 8), 2=-284(LC 8) Max Grav 3=325(LC 28), 2=353(LC 1), 4=227(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 305 lb uplift at joint 3 and 284 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148"xY) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 5=44(F=22, B=22) 7=-122(F=-61, B=-61) 10=-53(F=-26, B=-26) 11ij,1 oo No 393,80 r = —g o Z. %AL Thomas A. Albani.PE No.39330 MiTek USA, Inc. FL cert 6634 6904 Parke:EastBivd-Tampa FL 33610 Date: September 25,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type HJ7 IDiagonal Hip Girder Ply T21413608 I 'ort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:41 2020 Page I D:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-HA9WA43gT32PorUCI Ih WSp7WAUc81LUGn_iDNAya2?8 -1 S-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 ---- .....--- 2x4 11 -- -- oxY — 5 3x4 = NAILED NAILED NAILED Scale = 1:23.0 �E / ch A 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 0.47 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) -0.03 2-7 >999 240 Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-7, 6=Mechanical Max Horz 2=225(LC 8) Max Uplift 4=-134(LC 8), 2=-331(LC 8), 6=-135(LC 8) Max Grav 4=144(LC 28). 2=444(LC 1), 6=319(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-746/277 BOT CHORD 2-7=-385/651, 6-7=-385/651 WEBS 3-7=0/270, 3-6=-703/416 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 134 lb uplift at joint 4, 331 lb uplift at joint 2 and 135 lb uplift at joint 6. 6) "NAILED" indicates 3-10d (0.148"xW) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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=44(F=22, B=22) 10=-76(F=-38, B=-38) 13=-36(F=-18, B=-18) ,``��11111111/�''I A. �A a - �. N.o 3.93.80 ;frr �411Z ♦ice• 0 O,P'' `_,��. ♦e�s ., .. ,0 N A, E���� Thomas A. AlbantPE No.39380 MTek USA, Inc. FL Cert 6634 6900arke East Blvd. Tampa FL 33610 Date: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413609 Hip Girder Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:41 2020 Page 1 ID:QMG HgVGe6ryE1 YuEMmJmnYyfZ4F-HA9 WA43gT32PorUC 11h WSp7VtUaR106Gn_iDNAya218 1-5-0 5-1-7 7-21 , 9-10-1 1-5-0 5-1-7 2-0-13 2-7-13 I 3x4 5-1-7 9-10-1 Scale=1:22.2 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 0.55 Vert(LL) -0.07 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.15 7-8 >755 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixSH Wind(LL) 0.11 8 >999 240 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-9-5, 7=Mechanical Max Horz 2=223(LC 8) Max Uplift 5=-119(LC 24), 2=-333(LC 8), 7=-233(LC 8) Max Grav 5=42(LC 13), 2=485(LC 28), 7=479(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-981/401, 3-4=-806/437 BOT CHORD 2-8=-509/839, 7-8=-514/841 WEBS 3-8=0/257, 4-7=-861/524 Structural wood sheathing directly applied or 5-2-2 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 5, 333 lb uplift at joint 2 and 233 lb uplift at joint 7. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) • Vert: 1-5=-54, 2-6=-20 Concentrated Loads (lb) Vert: 4=-76(F=-38, B=-38) 9=44(F=22, B=22) 13=-36(F=-18. B=-18) `,'ItI11I 1111//"1' ��%%% �PS A.•. q<e���� �•� • � - G•E N � v No 393.80 •�:, • F O R , O P. `� ,• Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa R. 33610 Date: September 25,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511IM020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413610 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:42 2020 Page 1 ID:QMGHgVGe6ryE1 YuEMmJmnYyfZ4F-mNjuNQ41ENAGQ?3ObTCl?OgoXu211 t3Q?eSnvcya2?7 2-0-0 2.0-0 Scale = 1:7.8 2 Y a d 2x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=1-11-8, 2=1-11-8, 3=1-11-8 Max Harz 1=37(LC 12) Max Uplift 1=-15(LC 12), 2=-40(LC 12) Max Grav 1=53(LC 17), 2=46(LC 17), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS(directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1 and 40 lb uplift at joint 2. PS A• A % .�� •j• �'ENg •-92 No 39380 9 F : �! i S • ..., • C? �� S,O N A� , 060 Thomas A. Nbani PE No.39386 MTek USA, Inc. FL Cert 6634 69M Daft East Blvd. Tampa FL 33610 Data: September 25,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Type T21413611 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.240 s Mar 9 2020 MiTek Industries, Inc. Fri Sep 25 16:01:42 2020 Page ' I D:QMG HgVGe6ryE1 YuEMmJmnYyfZ4F-mNjuNQ41ENAGQ?3ObTCl?Ogklu?c1 t3Q?eSnvcya2?7 4-0-0 4-0-0 c a 0 2x4 i 2x4 11 Scale = 1:12.8 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 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-11-8, 3=3-11-8 Max Horz 1=87(LC 12) Max Uplift 1=-35(LC 12), 3=-79(LC 12) Max Grav 1=126(LC 17), 3=141(LC 17) 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=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 1 and 79 lb uplift at joint 3. , % ��`% ♦` `Z`O • � G•E N 3 ��i°�• No 39380 =-0 0 F - •e°S�S' • O R 1 ...... 0 N ' Ai Thomas A. Alban! PE No.39386 MiTek 11SA, Inc. FL CeR 6634 699 Pattie East Blvd. Tampa FL 33616 Date: September 25,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLoTP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 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. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 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 mm W1 MiTek° MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.