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xr 258 Southhall Lane, Suite 200 fiF;D Maitland, Florida 32751 8 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES June 16, 2021 Building Department Ref: Adams Homes Lot: Lot 44 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5435 Lugo St. Model: 1780 B RHG KA # 21-6352 Truss Company: Builders First Source Date of drawings: 6/8/2021 Job No.: 2776565 Wind Speed: 160' Exposure: C Truss Engineer: Michael S. Magid To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 6/16/2021 6/16/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" a`eeps1111l�3B�' No 87864 r o s LO � � s •Jt1 • STAT OF ' • Luis Pablo Torr , P.E. FL. # 87864 n Y CJ7 CJ3 CJS 7 E7 E7 E7 CJS C CJ1 CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JUS24 1 895 / 835 490 /510 +L"' 9 A HTU26/ THD26 3600 / 3470 1555 / 2330 'LA 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 +LR 1 C HTU26-2 / THD26-2 3600 / 3355 2175 12340 J LD 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 1 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 J LE 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 11 0 G HGUS263 / THDH26-3 5230 / 5245 2155/2340 J LG 0 H I HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 + D1 0 J THJA26 / HJC26 9100 / 8990 4095 14370 J I+ 3 X 8 NOP ll ❑7 Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and perfomring his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 06/16/2021 BY: ES Submittal No-: ProjectNo.: 21-6352 ProjectEng.: Luis Project Name: Adams Homes - Fort Pierce - Waterston - Lot 44 Blk 1 VERIFY ALL DIMENSIONS AND CEILING CONDITIONS PRIOR TO APPROVAL SOME CEILING FRAMING REQUIRED IN REM BY SUMER MAI! WINO FORCE RESISTING SYSTEMICC HYBRID WIND ASCE7.15 ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORYO WINO LOAD 160 MPH WIND IMPORTANCE FACTOR 1.00 TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LINE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: 40 PSF TCDL• 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL• 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.26 DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. lie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: '16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 305-1301 ®. Lumber design values are irraccordance with ANSI/TPd.1.•section 6.3 These truss ,designs :rely on lumber values established by others. z MiTele. RE: 2776565 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. TT EL 3 10- 115 .'Customer Info:: Adams Homes Port St Lucie Project Name: 1780 3CAR . Model: Lot/Block: 44/1 Subdivision: WATERSTONE Address:. 5435 LUGO ST, . 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: FBC2020/TP12014 . Design Program: MiTek 20/20 8.4 Wind Code:. ASCE:7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load:. N/A psf . This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that ['am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,,section 5 of the Florida Board of Professional Engineers. Rules. No. Seal# Truss Name .Date No. Seal# Truss Name .Date 1 T24238600 A01 6/8/21 23 T24238631 CJ5 6/8/21 2 T24238610 A02 6/8/21 24 T24238632 CJ5V 6/8/21 3 T24238611 A03 6/8/21 25 ,724238633 D01 6/8/21 4 T24238612 A04. 6/8/21 26 ..724238634 D02 6/8/21 5 T24238613 . A05 .6/8/21 .27 T24238635.. D03 .6/8/21 .:6 T24238614 A06 6/8/21 :28 T24238636 E7. 6/8/21 7 T24238615: A07 :6/8/21. 29 T24238637 EJ7A 6/8/21 . 8 T24238616 A08. 6/8/21 30 :: T24238638 EJ7V 6/8/21 9 T24238617 A09S 6/8/21 31 T24238639 EJ210 6/8/21 10 T24238618 A10S 6/8/21 32 T24238640 EJ210A 6/8/21 11 T24238619 . A11 S 6/8/21 33 T24238641 : EJ210C 6/8/21 :12 T24238620. All 2S 6/8/21 :34 T24238642 EJ21OD 6/8/21 13 T24238621 Al3S 6/8/21 35 T24238643 H7 6/8/21 14 T24238622 A14S 6/8/21 36 T24238644 HJ7V 6/8/21 15 724238623 B01 S 6/8/21 37 T24238645 HJ210 6/8/21 ..16 T24238624 B02S 6/8/21 .38 724238646 HJ210A 6/8/21 . 17 T24238625 CA 6/8/21 :39 T24238647 : HJ210B 6/8/21 18 T24238626 CAA A 6/8/21 19 T24238627 CJ 1 B _ _ . 6/8/21 20 T24238628 CAV - 6/8/21 2, 724238629 CJ3 _ 6/8/21 22 T24238630. CAV 6/8/21 1 The truss drawing(s) referenced above have been:prepared by ��� PEL S. MiTek USA, Inc. under my direct supervision based on the. parameters . ��� \�'�•' G E 1 g provided by Builders FirstSource (Plant City, FL). Truss -Design Engineer's Name: Magid, Michael No 5 _681 My license renewal date for:the state of Florida is :February 28, 2023. IMPORTANT. NOTE: The seal on these truss component designs is a certification v� 0;�,• STA E OF : ��/` that the engineer'named is licensed, in the jurisdiction(s) identified and that the .� .(� •,�` , P �� designs comply with ANSI/TPI 1, These designs are based upon_ parameters ���(� •: O _R•1 O,.•'�\,�� shown (e.g:, loads; supports, dimensions, shapes and design codes), which were �j �?S/ . •�� ��� TRENCO'iven to s custek omers fi eOreferrencerpu poseecific only,iand was taken into ac ois for. lTek's or unt in the preparation of these designs. MiTek or TRENCO has not independently verified the Michael S. Magid PE No.53681 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA, Inc. FL Cart 6634 the building designer should verify applicability of design parameters and properly r 6904 Parke East Blvd, Tampa FL 33610 incorporate these designs into the overall building design per ANSI/TPI.1, Chapter 2. Date: June 8,2021 Magid, Michael 1 of 1 Job Truss Truss Type r oty- Ply T24238609 2776565 A01. Special Truss 10 1 Job Reference (optional) t3u1iuers rirsisource triani ully; rL), rlani l,liy, M - J35b/, t7.4du s may 1 z 2uzl mi I eK Inauslnes, Inc. sun dun b 14:zb:Ud 2UZ1 rage r ID:g65k6Z?uVliuOXUS7?YA4XyW46R-IIfuAaE_k1 MYxr1 HTj2bthwAxQQxxTglx4hpJSz8zvf r1-4-q 5-11-1 8-8-0 13-1-11 20-0-0 26.10-5 31-4-0 34.0-15 , 40-0.0 Al-4-q 1-4.0 5-11-1 15 4-5-11 6.10-5 6-10-5. 4-5-11 . 2-8-15 5-11-1 1-4-0 Scale=1:72.9 5x6 c 6 5x8 5x8 ::r 3.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Vert(LL) 0.60 12-13 >795 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC :0.83 Vert(CT) -0.91 12-13 >525 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.53 10 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD. WEBS 2x4 SP No.3 . REACTIONS. (size) 2=078-0, 10=0-8-0 Max Horz 2=437(1_13 9) Max Uplift 2= 803(LC 10), 10=-803(LC 10) Max Grav 2=1552(LC 1), 10=1552(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb),or less except when shown. TOP CHORD 2-3=-5130/2822, 34=4849/2622, 4-5=-4848/2720, 5-6=-2450/1553, 6-7=-2443/1548, 7-8=4849/2720, 8-9=4850/2622, 9-10=-5130/2822 BOT CHORD 2-15=-2394/4974, 14-15=-1360/2987, 13-14=-693/1888, 12-13=-1360/2876, 10-12=-2394/4670 WEBS 6-13=-474/947, 7-18=-1116/753, 7-12=-987/2055; 9-12=-300/286, 6-14=-478/1003, 5-14=-1185/752, 5-15=-987/2220, 3-15=-289/286' GRIP 244/190 Weight: 241 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=1 60mph. (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45fi; L=40ft;, eave=5ft; Cat. 11; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C-C Exierior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-0-0; Extenor(2R) . 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 37-4-0, Exterior(2E) 37-4-0 to 41-4-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading.requirements specific to the use.of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the:bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I will fit between the bottom -chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUIPI 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 803 lb uplift at joint 2 and 803 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applieddirectly to the top chord and 1/2" gypsum • sheetrock be applied directly to the bottom chord. 0 0 W N 1Iv 0 Michael S. Magid PE No.53681 MiTek USA, Inc.. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK 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 p . 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 injuryand property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIITP11 Duality Criteria, DSB-89and 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 T24238610 2776565 A02 Hip Truss 1 1 Job Reference (optional) ouuu ClJ ru JlJuul VC k'l Il —ty; rL/, rMIR �Ry, rL - a000I, 0.40u s May Iz zVz I IwI I eK mausines, in aun dun a 14:Zb:l u ZUZI rage 1 r ID:g65k6Z?uVIiuQXUS7?YA4XyW46R-hhmfbFFEGedGABAgb654y6OXvE51 PV3bOOAvNLzBzvd r1-4-q 5-11-1 8-8-0 14.4-11 19-0-0 21-0.0 25-7-4 31.4-0 34-0-15 40-0-0 111-4-q 1' 5.11-1 2-8-15 5.8-11 4-7-4 2-0.0 4-7-4 5.8-11 2-8-15 5-11-1 y Scale=1:75.6 5x6 3 ST1.5x8 STP = 26 Cl) 1 2 O 5x8 3.00 12 5x6 5x6 = 6 7 6.00 12 3x4 i 3x4 5 B 27 . . . 28 3x6 i 3x6 4 9 5x6 10 19 18 17 16 15 14 13• 7x8 = 4x4 = 4x4 = ' 4x4 = 7xB = 4x8 — 4x4 = 29 5x8 B-8-0 14-4-11 19-0-0 21-0-0 25-7-4 31.4-0 40.0-0 B-8-0 5-8.11 '. 4-7-4 2-0-0 4-7-4 5.8-11 8-8-0 Plate Offsets (X,Y)--[2:0-3-11,0-1-21, [3:0-3-0,0-3-01, [6:0-3-0,0-2-01, [7:0-3-0,0-2-01, [10:0-3-0,0-3-01, [11:0-3-11,0-1-21, [13:0-4-0,0-5-01, [19:0-4-0,0-5-01 .: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.55 17 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.7914-16 >609 180 BCLL 0.0 Rep Stress Incr YES WB .0.49 Horz(CT) 0.51 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 2571b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at,midpt 4-18, 5-17, 8-16, 9-14 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-418(LC 8) Max Uplift 2=-803(LC 10), 11=-803(LC 10) Max Grav 2=1552(LC 1), 11=1552(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 5098/2750, 3-4=-4862/2600,4-5=-3051/1753, 5-6=-2262/1436, 6-7=-1979/1352, 7-8=-2262/1436, 8-9=-3051/1753, 9-10=-4862/2600, 10=11= 5098/2750 BOT CHORD 2-19=-2328/49201.18-19=-2008/4472, 17-18=-1150/2750, 16-17= 700/1979, 14-16=-1150/2673,,13-14=-2008/4262, 11-13=-2328/4638 WEBS 4-19=-525/1327, 4-18=-1870/931, 5-18=-327/911', 5-17=-1205/678, 6-17=-468/830, 7-16=-468/830, 8-16=-1143/678, 8-14=-327/845, 9-14=; 1725/931, 9-13=-525/1244. NOTES- . 1) Unbalanced roof live Ioads.have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124inph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft;.eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C=C Exterior(2E).-14-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Eiderior(2R) 13-4-2 to26 7-14, Interior(1) 26-7-14 to 37-4-0, Extedor(2E) 37-4-0 to 41-4-0 zone; end vertical left and right'exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project' engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. .4) Provide adequate drainage to prevent water ponding. 5) This truss has, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. :,:.7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer. should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 803 lb uplift at joint 11. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock'be applied directly to the bottom chord. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing M�Tek' is always: required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component, Safety Information: available from Truss Plate. Institute,.2670 Crain Highway, Suite 203: Waldorf, MD 20601 6904 Parke East Blvd. .. Tampa, FL :36610: Job Truss Truss Type + Qty Ply T24238611 2776565 A03 Hip Truss 1 1 Job Reference (optional) CUllaers rlrst ource triant laty, t-L), riant lilty, I-L - 33b6/, 8.48U S May 12 2U21 MI I eK InaustrleS, Inc. Sun Jun d 14:25:11 2U21 rage 1 r I D:g65k6Z?uVIiuQXUS7?YA4XyW 46R=AtK1 obGtl yl7olls9scJUJr W dQn8g6kdl vTwnzBzvc r1-4 q 5-11-1 8.8-0 , 12.6-4 17-0-0 23-0.0 27-5-12 31.4-0 34-0-15 , 40.0-0 1 4 0 5-11-1 2-8-15 3-10-4 4-5-12 6-0-0 4-5-12 3-10-4 2-8-15 5-11-1 Scale=1:75.7 5x6 = ... Sx8 6.00 FlT 6 7 5x8 5x8 5 8 25 26 2x4 II 2x4 II m 5x6 i 4 9 0 5x6 cn 3 10 ST1.5x8 STP = 24 27 17 16 28 15 14 0 13 11 CO2 12x14 - 4x8 =... 12Io.. 10x12 = 0 4x8 = _, 44 —.. 4x12 4x12 % 3.00 F12 B-8-0 17-0-0 23-0-0 31-4.0 40-0-0 8.8.0 8-4-0 6-0-0 8-4-0 8.8-0 Plate Offsets (X Y)-- [2:0-2-7,0-0-9), [3:0-3-0,0-3-01, [6:0-3-0,0-2-01, [7:0-6-0,0-2-81, [10:0-3-0,0-3-01, [11.0-27,0-0-91, [17:0-7-0,0-5-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.58 13-14 >823 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .0.95 Vert(CT) -0.96. 13-14 >500 18b BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) . 0.56 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 244 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD. Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-8-0,11=0-8-0 Max Horz 2=377(LC 9) Max Uplift 2=-803(LC 10), 11=-803(LC 10) Max Grav 2=1815(LC 15), 11=1818(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6160/2850, 3-4= 5859/2663, 4-5= 5890/2771, 5-6=-2938/1610, 6-7=-2626/1516, 7-8=-2840/1610, 8-9=-5615/2771, 9-10=-5585/2663, 10-11=-5893/2850 BOT CHORD 2-17=-2421/5896, 16-17— 1424/3697, 14-16=-919/2636, 13-14=-1424/3289, 11-13=-2421/5362 WEBS 3-17=-277/271, 5-.17=-994/2591, 5-16=-1299/695, 6-16=-412/1028, 7-16=-256/260, 7-14=-412/1136; 8-14=-1236/695, 8-13=-994/2426, 10-13— 287/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft;, eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-4-2, Exterior(2R) 11-4-2 to 28-7-14, Interior(1) 28-7-14 to 37-4-0, Exterior(2E) 37-4-0 to 41-4-0 zone; end.vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord.live load nonconcurrent with any other live loads. .(e) 'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =1 O.Opsf: 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. :y„ �8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 803 lb uplift at joint 11. -9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum . sheetrbck be applied directly to the bottom chord:. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 .. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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, ihe: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 injuryand 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 Job Truss Truss Type j Qty. Ply T24238612 2776565 A04. Hip Truss 1 1 Job Reference (optional) Duuuera nrsrauurce tndnt i.ny, rr-/, taint Ugly, rL - aa00r, 0.43U 5 May. lie ZUZI IVII I eK InUUSines, Inc. Jun Jun b I4:zo:l J zuzl rage 1 I D:g65k6Z? uV IiuQXUS7?YA4XyW 46R-6GSnDHH7YZ?r2cvFGHenakel XR4gcp515LOa_gz8zva r1-4-q 5-11-1 8-8.0 , 15-0.0 20.0-0 25-0-0 31-4.0 34.0-15 40-0-0 41-4-q 1-4 r 5.11-1 2-8-15 6-4-0 5.0-0 5-0-0 6-4-0 2-8-15 5-11-1 1-4.0 ;i ST1 4x12 % 3.00 12 6.00 12 5x6 = 3x4 = 5x6 = 5 6 7 Scale = 1:75.7 25 :8� m 0 Sx6 � 7 9. . ST1.5x8 STP = 26 0 _ 10 10 1 IT N o 4x12 zZ . 8-8.0 15.0.0 25.0-0 31-4.0 40.0-0 8-8-0 6-4-0 10-0-0 6-4-0 8-8.0 Plate Offsets (X,Y)-- [2:0-2-7,0-0-91,[3:0-3-0,0-3-01,[5:0-4-0,0-2-81,[7:0-4-0,0-2-81,[9:0-3-0,0-3-01,[10:0-2-7,0-0-91,[12:0-7-0,0-5-7),[16:0-7-0,0-5-7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-13 >872 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) --0.95 13-15 >505 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 234 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size). 2=0-8-0, 1.0=0-8-0 Max Horz 2=336(LC 9) Max Uplift 2=-803(LC 10),10=-803(LC 10) Max Grav 2=1818(LC 15), .10=1818(LC 16) FORCES. (lb) _ Max. Comp./Max. Ten. - All forces 250 (lb).or,less except when shown. TOP CHORD 2-3=-6094/2922, 3-4=-5858/2813, 4-5= 3387/1787, 5-6=-3029/1701, 6-7=-2930/1701, 7-8= 3277/1787, 8-9=-5603/2813, 9-10=-5846/2922- BOT CHORD 2-16= 2483/5800, 15-16=-2210/5327, 13-15=-1279/3141, 12-13= 2210/4854, 10-12=-2483/5315 WEBS 4-16=-551/1614, 4-15=-2358/1134, 5-15=-461/1179, 6-15=-342/180, 6-13=-342/180, 7-13=-461/1200, 8-13=-2226/1134, 8-12=-551/1505 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt. 4-16, 8-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; 8=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0A8; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 278.0, Interior(1) 2-8-0 to 9-4-2, Exterior(2R) 9-4-2 to 30-7-14, Interior(1) 30-7-14 to 37-4-0, Exterior(2E) 37-4-0 to 41-4-0 zone; end vertical left and right exposed;C-C for members and forces,& MWFRS for reactions shown; Lumber•DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sto) ` 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. 1 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. .... ;, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 803 lb uplift at joint 10. 9) This truss design requires that a minimum. of 7/16" structural wood sheathing.be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 6/19/2020 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 vedfythe applicabiliry 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 T IVI� MOW 1pk" Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the - fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB789 and BCSI Building Component Safety Information, available from Truss Plate. Institute, 2670 Crain Highway, Suite 203' Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610, Job Truss Truss Type, Qty. Ply T24238613 2776565 A05 HIP TRUSS 1 1 Job Reference (optional) ouuu— F—Louunuu inarn —ty, r�/, rianr wy, rL - d00011 o.4Ju s iviay, 1 Z ZUZI IVII I IRK mausines, inc. Jun Jun b 14:Zb:14 ZUZI rage 1 4— I D:g65k6Z?uV IiuQXUS7?YA4XyW 46R-aSOAQdllJt7ifmURq_906xAlyrW mLA4BJ?87W 6z8zvZ r1-4 q 5-11-1 13-0-0 20-8-0 27-0-0 31-4-0 34.0-15 40.0-0 �1t-4-q 1-4-0 5-11-1 7-0-15 7-8-0 6-4-0 4.4-0 2-8-15 5-11-1 1-4-0 1 .i ST1 co 1 /2 8x10 \\ 6.00 12 2x4 11 5x8 = 4 26 27 5 28. 296 ` I 16 ST1.5x8 STP =.. 5x12 = 3x8 6x8 = 13.0-0 20-8.0 .11 — .1 = 15 3x4 11 3x6 zz- 3.00L12 Scale = 1:75.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC- 0.31 Vert(LL) 0.46 17-20 >247 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.40 17-20 >284 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD. Rigid ceiling directly applied. Except: 2-16: 2x4 SP M 31, 5-15: 2x4 SP No.2 10-0-0 oc bracing: 13-16 WEBS 2x4 SP No.3 WEBS 1 Row at, midpt 4-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 17=0-8-0 Max Horz 2=295(LC 9) Max Uplift 2=-492(LC 20), 9=-537(LC 10), 17=-1277(LC 10) Max Grav 9=1021(LC 16), 17=2406(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/1376, 3-4=-655/1623, 4-5=-904/645, 5-6=-907/640, 6-7= 1453/880, 7-8=-247Oh350; 8-9=-2775/1522 BOT CHORD 2-17=-1237/447, 16-17=-415/447, 5-13= 429/417, 12-13=-376/1277, 11-12=-896/2141, 9-11=-1205/2473 WEBS 3-17=-457/640, 4-16=0/251, 4-13=-724/1429, 6-13=-512/271, 6-12=-253/652, 7-12=-1083/607, 7-11=-293/784, 8-11=-280/258, 13-16=-412/497, 4-17=-2231/1077 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16;-Vdlt=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.Opsf; h=1511; 5=45f; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exterior(2R) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 21-4-2, Exterior(2R) 21-4-2 to 32-7-14, Interior(1) 32-7-14 to 374-0,.Exterior(2E) 37-4-0 to 41-4-0 zone; porch left exposed;GC for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific .t to the use of this truss component. 74) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nOhconcurrent with any other live loads. = - 6) ' This truss has been designed for a_live' load of 20.Opsf on the bottom:chord in: all areas where a rectangle 3-6-0 tall by 2-0-0 wide f . will fit between the bottom chord and any other members. . 7) Bearing atjoint(s) 9 considers parallel to grain value using.ANSI/TPI 1 angle to grain formula. .'Building designer should verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 492 lb uplift at joint 2, 537 lb uplift at., joint 9 and 1277 lb uplift at joint 17. 9) This truss'design requires that a minimum of 7/16" structural wood'sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND.INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with 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 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 injuryand property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPII Quality Criteria, DSB-89 and BCSI Building Component . Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203: Waldorf, MD 20601 6904 Parke East Blvd. .. Tampa, FL 36610 Job Truss Truss Type �r , Qty. .. Ply T24238614 2776565 A06.. HIP TRUSS 1 1 ' Job Reference (optional) auuuers ri stoource tnant tray, rLi, - rlani ugly, rL-.00ppf, U.4:1U S May 12 ZU2l MI I eK Inaustrles, Inc. Sun Jun 6 14:2b:16 ZUZ1 Nage 1 r ID:g65k6Z?uVli uQXUS7?YA4XyW 46R-W rBwrJK?rUNQv3egxPBUBMGZ?e7RpBOTnJdEb_zBzvX r1-4-Q 5-9-4 11-0.0 16-4-0 20-8-0 29.0-0 31-4-0 34-0-15 , 40-0-0 f11-4-q 1.4.0 5-9.4 5-2-.12 5.4-0 8-4.0 2-4.0 2-8-15 5-11-1 1-4.0 Scale=1:74.2 6.00 rl2 2x4 3 C. ST1.5x8 STP = 27 co 1 2 dI 0 36 37 5x6 = 428 5x8 = 29 530 46 = 6 31 32 5x6 = 7 33 3x4 8 2x4 934 m ST1.5x8 STP = o 35 :�i 0 0 10 Ia N .11 6 ZU 19 17 16ZZ " 3x8 ST1.5x8 STP= 3x6 3x4 = 2x4' II 3x6 6x8 = 4x4 = 3.00112 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.46 20-23 >244 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .0.92 Vert(CT) 0.40 20-23 >279 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 223 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 2-18: 2x4 SP No. 1, 6-16: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 :WEBS 1 Row at nlidpt. 4-20, 5-19 . WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0, 20=0-8-0 Max Horz 2=254(LC 9) Max Uplift 2= 624.(LC 20), 10=-530(LC 10), 20=-1321(LC 10) Max Grav 10=991(LC 16), 20=2562(LC 1) FORCES. (lb) -Max. Comp./Max. Ten.:- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-496/1656, 3-4=-726/1838,,4-5=-350/939, 5-6=-.1079/630, 6-7=-1577/973, 7-8=-1738/1013, 8-9= 2366/1285, 9-10=7268011614 BOT CHORD 2-20=-1450/545, 19-20— 966/783, 6-14=-572/491 13-14=-243/1147, 12-13=-818/2045, 10-12=-1198/2407 WEBS 3-20=-379/574, 4-20=-2181/821, 4-19= 288/1063, 5=19==1492/866, 5-14=-497/1256, 6-13=-327/527, 7-13=-102/501, 8-13=-756/405, 8-12=-324/727, 9-12=-323/330 NOTES- .1) Unbalanced roof live loads.have been considered for this design. 2) Wind: ASCE 7-16;:VU[t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft: L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1=4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Extedor(2R) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 23-4-2, Extedor(2R) 23-4-2 to 34-7-14, Interior(1) 34-7-14 to 374-0, Exterior(2E) 37-4-0 to 41-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown-covers,rain loading requirements specific ,it to the use of this truss component. `4) Provide adequate drainage to prevent water poriding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y :will fit between the bottom chord and any other members. . - 7) Bearing at joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula: Building designer should verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 624 Ib uplift at joint 2, 530 lb uplift at joint 10 and'1321 lb uplift at joint 20., 9) This truss design requires that a minimum of 7/16" structural wood sheathing'be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.63681 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8',2021 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 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 ANSI?P11 Quality Criteria, DSB-09 and BCSI Building Component : Safety Information -available from Truss- Plate. Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601 6904 Parke East Blvd. - Tampa, FL:36610 Job Truss Truss Type Qty. Ply T24238615 2776565 A07 . HIP TRUSS 1 1 Job Reference (optional) builders rirstbource (Plan Glty, t-L), rt-4-q 6-0-1 1-4-0 6-0-1 6.00 F12 3x4 3 ST1.5x8 STP 2728 co 1 2 O Plant uny, I-L - 33557, 9-0.0 15-4-0 20-84 -11-15 6-4-0 5-4-0 5x6. Sx8 =- 4 29 30.315 We 2x4 II 6 o.4ou b" Ivrdy, I e 4ue I Iva 1 en inuusmes; im;. OU11 JU11 O 14Z0: 1 / 4u4I rage t IVIiuQXUS7?YA4XyW 46R-_i hl3fLecoVH W DDOV6jjkaoj72V W Ycgd?zMn7Rz8zvW 31-0-0 1-0-8 , 40-0.0 1}1-4-q 4-8-0 3-0.8 5-11-8 1-4-0 3x8 = 32 7 5x6 = 33 8 2x4 9 Scale = 1:74.2 ST1.5x8 STP= co 34 35 0 3637 20 19 18 17 - 16 15 . 3x6 = 2x4 11 ST1.5x8 STP= 3x4 = 2x4 11 3.00112 3x6 3x6 = 6x8 = 70-A-n 6-0-1 ' 2-1 v 0 0 0 1"11 Iv N O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0170 Vert(LL) 0.25 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC' .0.80 : Vert(CT) -0.38 12-13 >979 180 BCLL 0.0 Rep Stress Incr YES WB.:.0.69 Horz(CT) . 0.16 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 6-16: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 WEBS 1 Row at,midpt. 5-19 :.. REACTIONS., (size) 2=0-8-0, 10=0-8-0, 19=0-8-0 Max Horz 2=-213(LC 8) Max Uplift 2=-809(LC 20), 10=-511(LC 10), 19=-1425(LC 10) Max Grav 10=940(LC 16), 19=2784(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-622/2029, 3-4=-1083/2202, 4-5=-953/1982, 5-6=-1070/521, 6-7=-1116/538, 7-8=-1868/1065, 8-9=-2220/1184, 9-10= 2532/1434 BOT CHORD 2-20=-1790/681, 19-20= 1790/681, 17-19=-300/390, 6-14=-283/237, 13-14=-709/1934, 12-13=-709/1934, 10-12=-1122/2276 WEBS 4-19=-1192/703, 5-19=-2093/1164, 5-17=-88/324, 14-17= 337/427, 5-14=-598/1496, 7-14— 906/596, 7-12= 262/87, 8712=-317/782, 9-12=-331/364, 3-20=-603/197, 3-19— 390/972 NOTES-' 1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-16; Vult=160niph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.,,GCpi=0.18; MWFRS (directional) and C-C Exterior(2E).-1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2; Exterior(2R) 3-4-2, to 14-7-14, Interior(1) 14-7-14 to 25-4-2, Exterior(2R) 25-4-2 to 36-7-14, Interior(1) 36-7-14 to 37-4-0, Exterior(2E) 37-4-0 to 41-4-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific . to the use of this truss component. ,A) Provide adequate drainage: to prevent water ponding. -5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6) ' This truss has been designed for a jive 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. j7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 809 lb uplift at joint 2, 511 lb uplift at joint 10 aiid.14251b uplift at joint 19. 9) This truss design requires that a minimumof 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 -Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK 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 prope'dy'incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord 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 ANS117Pl1 Quality Criteria, QSB•89 and BCSI Building Component Safety Informationavailablefrom Truss Plate. In 2670 Crain Highway, Suite 203. Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type E r City Ply T24238616 2776565 A08 HIP TRUSS 1 2 Job Reference (optional) ouuunrs inane'Ity, rLl, ream i.uy, rL - 00001, 0.4Ju s May ie eue i IVII I eK inausinesi inc.- pun inert u l4:'Lb:ZI zuzl rage l r .. I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-toxpuOOBgl ?j?qW nkynfuQzOPfpMUPKDwbK?GCz8zvS r1-4-q 3-9.4 7-0-0 9-4.0 11-10-11 1fi-9-5 21-8.0 25.5-5 29-2-11 33.0-0 36-3-5 4%.0;g ¢1-4-q 1-4-0 3-9,4 3-2-12 2-4-6 2-6-11 4-10 1 4-10-ti 3-9-5 3-9-5 3-9-5 3-3-5 3-8-11 . 1-4-0 1 r 5x6 = 6.00 12 4 3x4 i 3 ST1.5x8 STP m 1 2 o 5x8 = 6x8 = 46 = 2x4 11 3x8 = 5 32 3334 35 6 36 377 38 839 4041 942 43 5x6 = 10 Scale = 1:74.2 m ST1.5x8STP= m c$ m n �12 13 Iv 25 24 23 44 22 21 45 20,46 4719 2x4 II 3x6 = 2x4 II ST1.5x8 STP=3x6 = 3x4 2x4, II 3.00112 3x6 a 5x8 = 3x6 11 4x6 3-9-4 7-0-0 9-4-0 13-0.11 16-9-5 21-8-0 25-5-5 29-2-11 32-10-8 2%15 40-0-0 3-9-4 3-2-12 2-4-0 3.8-11 3-8-11 .. 4-10-11 3-9-5, 3-9-5 3-7-13 ..: 3-4-13 3-8-1 1 Plate Offsets (X,Y)-- [4:0-3-0,0-2-0], [6:0-1-12,Edge], [10:0-3-0,0-2-01, [12:0-1-10,Edge], [15:0-4.0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC : 0.74 Vert(LL) 0.44 16-17 >830 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC :1:00 Vert(CT) -0.51:16-17 >719 180 BCLL 0.0 Rep Stress Incr NO WB .0.71 Horz(CT) 0.17 1 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 437lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORDStructural wood sheathing directly applied or 4-11-3 oc purlins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-11 oc bracing. BOT CHORD 2x4 SP No.2 'Except` 7-19: 2x4 SP N6.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 23=0-8-0 Max Horz 2= 172(LC 6) Max Uplift 2=-1974(LC 18), 12=-1047(LC 8), 23=-4437(LC 8) Max Grav, 2=1018(LC 4), 12=1705(LC 18), 23=5835(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2525/4393, 3-4m-2872/4697,.4-5=-2589/4289, 5-6=-1763/3137, 6-7=-2931/2281, 7-8=-4753/3065, 8-9=-4753/3065, 9-10=-5017/2951; 1 0A 1 =-5483/3176, 11-12=-5121 /2898 BOT CHORD 2-25— 3899/2348, 24-25=-3B99/2348, 23-24=-5743/3933, 21-23=-5743/3933, 20-21=-603/160, 7-18=-1221/725,,17-18==2121/3070, 16-17=-3062/5448, 15-1.6=-3062/5448, 14-15=-2527/4641, 12-14=-2489/4576 WEBS 3-24=-515/497, 4-24=-2053/1276, 5-24=-2102/2858, 5-21=-2665/3605, 6-21=-3504/2553, 6-20= 271/551, 18-20=-734/255, 6-18= 2341/3744, 7-17=-788/1897, 8-17=-438/420, 9-17=489/271, 9-16=0/297, 9-15=-602/440, 10-15=-938/1925, 11 -1 5=-674/586, 5-23=-5564/4234 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:' Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.- Bottom chords connected as follows: 2x4 - 1 row at 6-9-0 oc. .. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. -2) All loads are considered equally applied to all plies, except if noted as, front (F). or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F)'or (B),: unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. .y4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer/ Project engineer responsible for verifying applied roof live, load shown covers rain loading requirements specific, to the use of this truss component. 6) Provide adequate: drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on:the:bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom.chord and any other members. . 9) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI.1 angle to grain formula. Building designer should verify Michael S. Magid PE No.53661 MiTek USA, Inc; FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 V -, WAR Ve Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy.inoorporate 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. ParkeEast Safety Information available from Truss Plate, Institute,2670 Crain Highway, Suite 203, Waldorf, MD 20601 Tampa, P Job Truss Truss Type r Qty Ply T24238616 2776565 A08 HIP TRUSS 1 2 Job Reference (optional) rsuuaers nrstaource triant ury, rL), mant idly, M - 000W, u.4JU s May 12 2U21 MI I eK Inaustrles, Inc.. bun Jun 6 14:2b:21 2U21 Vage Z ID:g65k6Z?uV li uQXUS7?YA4XyW 46R-toxpu0O8gl ?i?qW nkynfuozOPfpMU PKDwbK?GCzBzvS NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1974 lb uplift at joint 2, 1047 lb uplift at joint 12 and 4437 lb uplift at joint 23. 1) This truss has large uplift reaction(s) from gravity load case(s) at jt. 2. Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated-load(s) 90 lb down and 173 lb up at 7-0-0, 28 lb down and 51 lb up at 9-0-12, 90 lb down and 173 lb up at 11-0-12, 90 lb down and 173 lb up at 13-0-12, 90 lb down and 173 lb up at 15-0-12, 90 lb down and 173 lb up at 17-0-12, 90 lb down and 173 lb up at 19-0-12, 90 lb down and 173 lb up at 20-11-4, 116 lb down and 184 lb up at 22-11-4, 116 lb down and 184 lb up at 24-11-4, 116 lb down and 184 lb,up at 26-11-4, 116 lb down and 184 lb up at 28-11-4, and 116 lb down and 184 lb up at 30-11-4, and 237 lb down and 407 lb up at 33-0-0 on top chord, and 272 lb down and 357 lb up at 7-0-0, 65 lb down and 102 lb up at 11-0-12, 65 lb down and 102 lb up at 13-0-12, 65 lb down and 102 lb up at 15-0-12, 65 lb down and 102 lb up at 17-0-12, 65 lb down and 102 lb up at 19-0-12, 65 lb down and 102 lb up at 20-11-4, 82 lb down at 22-11-4, 82 lb down at 24-11-4, 82 lb down at 26-11-4, 82 lb down at 28-11-4, and 82 lb down at 30-11-4, and 425 lb down and 169 lb up at 32-1M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . LOAD: CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=:54, 4-10=-54, 10-13=-54, 19-26=-20, 15-18=-20, 15-29=-20 Concentrated Loads (lb) Vert: 4=-90(B) 10=-237(B) 15=-425(B) 24=-272(B) 5=-3 21=-39(B) 20=-39(B) 6=-90(B)16=-60(B) 32=-90(B) 33=-90(B) 35- 90(B) 36=-90(B) 37=-90(B) 38=-116(B) 39- 116(B) 41=-116(B) 42=-116(B) 43= 116(B) 44=-39(B) 45=-39(B) 46= 39(B) 47=-39(B) 48=-60(B) 49=-60(6) 50.=-60(B) 51=-60(B) Q 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 sn individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properiy.inoorporate 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: requiredforstability and to prevent collapse with possible personal injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB•89 and BCSI Building Component, 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type p r Qty Ply T24238617 2776565 A09S Special Truss 2 1 Job Reference (optional) ouuuers nrstaowt:e taunt t..ny, rLl, rran[ t.,ny, rL - 170oor, t5.46U s-may.1z zuzl mi I eK Inaustnes, inc. Un Jun b l4:zb:zz zuzl rage, l I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-L_V B6MOmRK7Zd_5zb-ifl URdVCn3CLDsDM9 F4YoezBzvR r1-4-q 5-11-1 8.8-0 13-7-1 20.0-0 26-5-13 32-11-11 40-0-0 1-4.0 5-11-1 2-8. 55 4-11-2 6.4-15 6-5-13 6-5+13 7-0-5 i� dl O . Scale =1:72.3 3z6 = 2x4 II 6 7 6x8 = 3x6 = 3x4 = 3x6 = 3x6 9.00 12 13-7-1 20.0-0 2Q-9t0 29-8-12 4-11-2 6-4-15 -9- : B-11-12 —� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) _' -0.36 11-13 >643 240 TCDL 7.0 Lumber DOL 1.25 BC 0:82 Vert(CT) -0.5511-13 >423 180 BCLL 0.0 Rep Stress Incr YES W B .0.74 Horz(CT) . 0.10 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 10-12: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-3-8,.10=Mechanical Max.Horz 2=429(LC 9) Max Uplift 2= 558(LC 10), 13=-509(LC 10), 10=-441(LC 10) Max Grav 2=914(LC 16), 13=1854(LG 15),.10=948(LC 16) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-2475/1501, 3-4=-2113/1321, 4-5=894/845, 5-6=-244/486, 6-7= 207/496, 7-8=-20B/501, 8-9= 1218/793, 9-1 0=-1 461/880 BOT CHORD 2-16=-1254/2551, 15-16=-936/2048, 14-15=-426/981, 11-13=-289/547, 10-11=-665/1256 WEBS 3-16= 359/266, 4-16=-310/919, 4-15=-1.199/573, 5-15=-198/791, 5-14=-1263/609, 8-13=-929/532; 8-11=-229/894, 9-11=-469/407, 13-14=-1320/330, 7-14=-502/72 PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20 Structural wood sheathing directly applied. Rigid ceiling directly applied. . 1 Row at micipt 5-14, 8-13, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0A8; MWFRS (directional) and C-C Exterior(2E) -1-4.0 to 2-8-0, Interior(1) 2-8-0 to 16-0-0,.Exterior(2R) 16-0-0 to 24-0-0, Interior(1).24-0-0 to 36-0-0, Extedor(2E).36-0-0 to 40-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the -bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide t. will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to. grain formula. Building designer should verify capacity of bearing surface. .. y 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 Ito uplift at joint 2, 509 lb uplift at joint 13 and 441 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock•be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 0 WARNING - Verity 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 applioabiiity 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 MOTek• I alwaysrequired forstability 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/Tpll 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 r Qty Ply T24238616 2776565 A10S GABLE 1 2 Job Reference (optional) Duimers rnsrauurce trrarn lAly, rLJ, rrarm uny, rL - JJ00/, 0.4JU s May re ZU4I Ml I ex Inuustrres, inc. oun dun 0 i czo;et euz1 rage 1 I D:g65k6Z7uVliuQXUS77YA4XyW 46R-iyl493SvFtmsjl_x5Du3BhD RR47buCs5JXnJUsz8zvM 6-10-12, 10-10-12 12-10-12 15.1-10 - -14-0 4-10-12 4 8-10-12 10-3-4 12-5-0 144-12 20-0-0 24-10-6 26-7.8 29-8-12 33-3-13 40-0-0 1.40 410-12 0• -8 2-0.0 1-4-8 1-64 1-6-0 4-10.6 4.10-6 1-9-2 3-14 3-7-1 6-8-3 1-8-8 0-7-8 0-5-12 0-8-14 Scale=1:74.3 5x6 0 6.00 12 1.7-4 2-0-0 12 14-4-12 2-0.0 32-0-0 14 15 3x4 3x6 i 12-10-12 i 11 5x6 i 10 16 10-10-12 9 1 17. g 49 43 18 8-10-12 19 62 6-10-12 7 8 r 6 0 42 44 L 4�-10-12 3x41 % 451 47 3 9 3xB 1 ST1.5x8 STP — 361 3x10 II 3x6 II 41 3x10 I 6(2 3x6 3x8 I 3 1 , 63 6435 33 65 23 37 36 34 32 31 30 29 3x8 = 27 - 26 25 24 3x4 = 3x6 = 28 5x6 = 3x4 = 5x6 = 20 3x4 21 2�T v 0 SxB = 6-10-12 10-10-12 134-2 15-1-.10 2-3-14 4-10-12 5. -14 9-6-0 1 3.- 12-10-12: 1 .4-1 204-0 207.100 - 24-10-6 29-8-12 401 2-3-14 2.6-14 0 6- 2-7-4 -9- 2-0-0"0 5 6 O B-1 5-2-6 0- 42-12 4.10-6 10-3-4 1-5-14 0-7-8 .1-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 23-59 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.18 23-59 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.39 Horz(CT) -0.01 28 n/a n/a BCDL 10.0 Code FBC2020/TP12014 . Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except' BOT CHORD. 26-33: 2x4 SP No.2 P WEBS 2x4 SP No.3 *Except* JOINTS 4-37,36-46,7-45,34-47,31-48,32-49: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-4-7 except (jt=length) 2=0-8-0, 22=Mechanical. (lb) - Max Horz 2=426(LC 7) Max Uplift All uplift 100 lb or less at joints) 29, 30 except 2=-1042(LC 8), 28=-1465(LC 8), 22= 140(LC 8), 31= 500(LC 8) Max Grav All reactions 250 lb or less at joint(s) 29 except 2=964(LC 17), 28=2497(LC 1), 22=624(LC 14), 30=290(LC 14), 31=497(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-643/761, 4-5=-559/602, 5-6=-398/197,,6-7=-360/190, 7-8=-397/273, 8-9- 385/301, 9-10=-482/761, 10-11=-408/740, 11-12=-367/758, 12-13=-312l768, 13-14=-334/810, 14-15=-404/827, 15-16=-407/724, 16-18=-470/40, 18-19=-554/65, 19-20=-573/0, 20-22=-851/118 BOT CHORD 2-37=-700/505, 36-37=-700/505, 35-36=-700/505, 34-35=-328/286, 32-34=-328/286, 31-32=-328%286, 30-31=-328/286, 29-30=-328/286, 28-29=-328/286; 27-28=-59/357, 26-27=-59/357, 25-26— 59/357, 24-25=-59/357, 23-24= 59/357, 22-23- 18l739 WEBS 13-28=-897/440, 28-41=-1136/612, 41-42=-1097/589, 42-43=-1146/610,16-43=-1003/564, 16-44=-296/635, 23-44� 284/692, 23-38=-523/422, 20-38=-443/313, 9-49=-631/5B3, 48-49=-629/623, 40-48=-596/566,'39-40=-611/590, 28-39=-613/591, 35-47=-596/691, 9-47=-6391735, 5-46=-1921687, 45-46=-202/674, 35-45=-335/778, 7-45=-261/.196, 31-48=-264/272 PLATES GRIP MT20 244/190 Weight: 632 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 22-23. 1 Brace at Jt(s): 39, 40, 41, 42, 44, 47 NOTES- 1) 2-ply truss to be connected together with 1 Od (Oil 31 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. r Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F), or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as.(F) or (B)., unless otherwise indicated. . 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;'B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0:18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in.the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End,Details:as applicable, or consult qualified building designer as per ANSI/TPI 1. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek9 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 verifythe 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 ' ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type y f Qty Ply T24238619 2776565 A11S Special Truss 1 1 Job Reference (optional) ttlunuers mrsmource triam Glty, I-L), rtant tiny, rL - 33b67, 1:5.4JU s May 12 ZUZI MI I eK Inaustrles, Inca JUn Jun b 14:Zb:Z6 ZUZ1 rage 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW46R-ABsSM PTXOAuj LvZ7ewPlhuldHU FfdaOFXBXs01z8zvL r1-4-q 5-11-1 8-7-B , 13-10-11 20-0-0 26-2-6 32-11-11 40-0-0 1-4-0 5-11-1 2-8-7 5-3-0 6-1-8 6-2-6 6-9.4 7-0-5 c di 0 Scale=1:75.3 3x6 = 2x4 II 6 .7 13 6xB = 3x6 = 3x6 = 3x6 = 3x6 % _ 3.00 F12 B-7-8 13-10-8 20-0-0 20-9,0 29.8-12 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.37 11-13 >623 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.56 11-13 >414 180 BCLL 0.0 Rep Stress [nor YES WB . 0.76 Horz(CT) 0.10 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 .. Matrix -AS Weight: 208lb FT=20% .. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied. 10-12: 2x4 SP No.1 WEBS 1 Row at midpt 5-14, 8-13, 7-13 WEBS 2x4 SP No.3 . REACTIONS. (size) 2=0-8-0, 13=0-3-8, 10=Mechanical Max Horz 2=429(LC 9) Max Uplift 2= 558(LC 10), 13=-507(LC 10), 10=-441(LC 10)' Max Grav 2=914(LC 15), 13=1857(LC 15), 10=949(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb).or less except when shown. TOP CHORD 2-3=-2475/1499, 3-4=-2125/1332, 4-5=-864/826, 5-6=-243/491, 6-7= 202/490, 7-8=-210/508, 8-9=-1222/796,.9-10=-1468/886 BOT CHORD: 2-16=-1254/2550, 15-16= 949/2063, 14-15=-403/926, 11-13=-276/516, 10-11=-671/1264 WEBS 3-16=-343/253, 4-16=-306/925, 4-15=-1259/606, 5-15=-198/784, 5-14=-1230/606, 8-13=-920/536, 8-11=-241/917, 9-11=-480/419, 13-14= 1315/313, 7-14= 486/80 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-0-0, Exterior(2R) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36-0-0, Extedor(2E).36-0-0 to 40-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ;. will fit between the bottom.chord and any other members, with BCDL = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joints) ?considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 18) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10.0 lb uplift at joint(s) except (jt=lb) 2=55B, 13=507, 10=441. 9) This truss design requires that a minimum. of 7/16" structural wood sheathing,be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity 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 Nil a truss system. Before use, tha building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek' Is always, required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYrP/t Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. - Safety Informationavailable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type f Qty Ply T24238620 2776565 Al2S Special Truss 1 1 Job Reference (optional) a t5unaers t-irstaource (Vlant tatty, t-L), Flan Lmy, f-L - 33b67, 8.43U s May 12 2U21 Mi I ex Industries, Inc. Sun Jun 6 14:25:29 2U21 rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-eLQgalU9nUOay37JCewXD6lpGubl L?nOmrGQYkz8zvK -4 4 5-11-1 G-7-6 13-4-7 20-0-0 26-5-13 32-11-11 40-0.6 1-4-0 5-11-1 8- 6-8-15 6-7-9 6-5-13 6-5-13 7-0-5 0 Scale=1:72.8 3x6 = 2x4 II 5 6 5x8 11 3x6 = 3x4 = 3x6 = 3x6 3.00 12 6x8 = 9 Iv u� 0 6-7-8 13-4-7 20.0-0 2 -9 0 29-8.12 40-0-0 6-7-8 6-8.15 6-7-9 9- 8-11-12 10-3-4 Plate Offsets (X,Y)-- [2:0-0-10,Edgel, [3:0-2-4,0-3-0), [5:0-3-0,Edgel, [8:0-3-0,0-3-0), [9:0-2712,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.49 Vert(LL) -0.36 10-12 >644 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.55 10-12 >424 180 - BCLL 0.0 ' Rep Stress Incr YES WB . 0.81 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix -AS Weight: 206lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except` 9-11: 2x4 SP No.1 . . WEBS 2x4SPNo.3 . REACTIONS. (size) 2=0-8-0, 12=0-3-8, 9=Mechanical BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 3-14, 4-13, 7-12, 6-12 Max Horz 2=429(LC 9) Max Uplift 2=-542(LC 10), 12=-541(LC 10), 9=-424(LC 10) . Max Grav 2=898(LC 15), 12=1887(LC 15), 9=926(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-245B/1399, 3-4=-850/757, 4-5= 218/449, 5-6=-179/470, 6-7=-171/462, 7-8=-1170/754, 8-9— 1413/842 BOT CHORD 2-15=-1157/2516, 14-15=-1114/2409, 13-14=-371/904, 10-12=-254/504, 9-10=-631/1214 WEBS 3-15=-207f791,3-14=-1563/772,4-14=-130f716,4-13=-1231/595,7-12=-927/531, 7-10=-230/895, 8-10=-470/408, 12-13=-1354/364, 6-13=-533/49 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Caf. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2.870, Interior(1) 2-8-0 to 16-0-0;.Extedor(2R) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36-0-0, Exterior(2E) 36-0-0 to 40-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading: requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :ir will'fit between the bottom chord and any other members, with. BCD = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPl'1 angle to grain formula. Building designer should verify capacity of bearing surface. r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=542,12=541,9=424. 9) This truss design requires that a minimum of 7/16" structural wood sheathing -be applied directly to the top chord and 1/2' gypsum . sheetrock be applied directly to the bottom chord. Michael S. Madid PE No.53681 MiTek USA, Inc.- FL Cert 6634 6864 Parke East Blvd. Tampa F.I. 33610 Date: June 8,2021 Q WARNING - Verity 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 far an Individual building component, not �° a truss system. Before use, the.building designer must verify, the applicability of design parameters and. properlyincorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MITek' is always. required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the . . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type / = Qty Ply T24238621 2776565 A13S Special Truss 1 1 Job Reference (optional) nunaers rrT5lbOUrce triani tdiy, r-L), rlani filly, M - 330b r, • r1-4•Q 4-7.8 5 11 1 1P-4-9 1-4-0 4-7-8 1-3-9 6-5-8 3X6 3:00 12 t5.4JU s May 1 Z ZUZI MI I eK Inausines, Inc. bun Jun 6 14:ZOMU ZUZI rage 1 7-7.8 6-5-13 : 6-5-13 7-0.5 3x6 = 6.00 F12 2x4 11 5 6 _ 4X4 = 12 5x8 II 6x8 = 3x6 = 3x4 = A-7-a 19-A-0 qn-n-n qn-o.n -MA-19 .. 7-7-8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.36 10-12 >646 240 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.55 .10-12 >425 180 BCLL 0.0 Rep Stress Incr YES WB .0.93 Horz(CT) -0.07 12 n/a n/a. BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER- BRACING - TOP CHORD- 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 9-11: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-3-8, 9=Mechanical Max Horz 2=429(LC 9) Max. Uplift2=-508(LC 10), 12=-611(LC 10), 9=-388(LC 10) . Max Grav 2=878(LC 15), 12=1975(LC.15), 9=88.1(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2568/1330, 3-4=-855/670, 4-5=-169/403, 5-6=-131/428, 6-7— 114/379, 7-8=-1069/671, 8-9— 1313f759 BOT CHORD. 2-15=-1118/2616, 14-15=-1071/2458, 13-14=-336/939, 10-12— 177/412, 9-10=-557/1125 WEBS 3-15=-176f763,3-14= 1535f747,4-14=-51/667,4-13=-1307/618,7-12=-920/522, 7-10— 233/898, 8-10=-472/411, 12-13=-1450/445, 6-13=-626/142 Scale=1:74.0 a 9 ICI 60 3x6 = PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20%, Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 3-14, 4-13, 7-12, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 278-0, Interior(l) 2-8-0 to 16-0-0, Exterior(2R) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36-0-0, Exterior(2E) 36-0-0 to 40-0-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D.OL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .# will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4-8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=508, 12=611, 9=388. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ' sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 .Q WARNING - Verity 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 MfTek® 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 membersonly. 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 Duality 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 T24238622 2776565 A14S Special Truss 1 1 Job Reference (optional) t3UnUers rlrsiz ource triani Glry, t-L), rlam Lary, rL - JJbb/, a.4JU S May 12 2U21 MI I eK InaustrleS, Inc. Jun dun 6 14:2b:Jz zuzi rage 1 ID:g65k6Z?uVli uOXUS7?YA4XyW 46R-2w5zCnW 24PO8pXsutmUErkwH25ZDYMLgSpV493z8zvH r1-41 2.7-B 5-11-1 11.8-0 15-3-7 20-0-0 26-5-13 32-11-11 40-0-0 1-4-0 2-7-1 3-3.9 .5-8-15 3-7-7.. 4-8-9 6-5-13 6-5-13 7-0-5 Scale = 1:75.3 3x6 = 6.00 12 2x4 II 6 7 5x6 = , 74 13 Sx12 = 5x8 3x6 = 3x4 = 3x6 = = 3x6 % 3x6 II 3.00 F12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 10-12: 2x4 SP_ No.1 WEBS 2x4 SP No.3 10 m. Iv ]d, 0 6 8.4-0 0-9.0. B-11-12 10-3-4 :], [9:0-3-0,0-3-0], [14:0-2-8,0-2-8], [16:0-3-8,0-3-0] CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC . 0.65 Vert(LL) -0.37 11-13 >631 240 MT20 244/190 BIC 0.98 Vert(CT)-0.5511-13 >425 180 WB. 0.82 Horz(CT) 0.05 13 n/a n/a Matrix -AS Weight: 219 lb FT = 20% BRACING - TOP CHORD _ Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-16, 8-14, 5-14 2 Rows at 1/3 pts 7-13 . REACTIONS. (size) 2=0-8-0113=0-3-8, 10=Mechanical Max Horz 2=429(LC 9) Max Uplift 2=-356(LC 10), 13=-926(LC 10), 10=-226(LC 10) Max Grav 2=728(LC 15), 13=2315(LC 15), 10=647(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2268/864, 3-4=-607/231, 4-5=-574/448, 5-6=-41/740, 6-7=0/379, 7-8=-65/751, 8-9— 555/272, 9-10=-801/362 BOT CHORD : 2-17=-747/2369, 16-17= 749/2219, 15-16=-276/632; 14-15=-344/248, 10-11=-202/668 WEBS 3-17=-38/636; 3-16=-15971785, 4-15=-490/456, 8-14=-912/524, 8-11=-237/909, 9-11=-481/414, 13-14=-2175/1192, 7-14=-871/439, 5-15=-491/1219, 5-14=-981/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) -1-4-0 to 2-9-4, Interior(1) 2-9-4 to 16-0-0; Exterior(2R) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36-0-0, Exterior(2E) 36-0-0 to 40-0-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS'for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,r will fit between the bottom chord and any other members, with. BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. „ 7) 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. }8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=356, 13=926, 10=226. 9) This truss design requires that a minimum of 7/16" structural wood sheathing.be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord; Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810. Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 en Individual building component, not wTt a truss system. Before use, the:building designer must verify the applicability of design parameters and. property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M� le'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 : ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type r f Qty Ply T24238623 2776565 B01 S COMMON TRUSS 2 1. Job Reference (optional) Duuuers nrsrauurce trlarn uiiy, rL/, rlant uny, rL - .10001, 6.4JU 5 May. I Z ZUZ I IVII I eK nIDusine5, incU. oun qun o I4:ZD:JJ zuz I rage i ID:g65k6Z?uVliuQXUS7?YA4XyW46R-W6fLQ7XgrjW.?RgR5RT?TOyTUsVvaHvx_hTEdhVz8zvG 6-8-4 12-10.0 18-11-12 1 y-6-11 25-4-0 6-8-4 6-1-12 6-1-12 0-6-1 5-9-5 Scale=1:46.5 5x6 3 5 Tc lm 6 6 3x4 = 46 = 4x4 ST1.5x8 STP = 3x4 = = 3x4 = 9-5-12 19-6.11 19r13 0 25-4-0 9-5-12 10-0-15 0- -5 5-8.0 Plate Offsets (X,Y)-- [1:0-1-4,Edge), [3:0-3-8,0-2-81, [5:0-0-0,0-0-6) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.15 6-14 >449 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC:0.97 Vert(CT)-0.49.: 6-8 >476 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -AS Weight: 114 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. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-6 REACTIONS. (size) 1=Mechanical, 5=0-4-0, 6=0-8-0 Max Horz 1=-260(LC 8) Max Uplift 1=-346(LC 10), 5=-219(LC 10), 6= 550(LC 10) Max Grav 1=854(LC 15), 5=179(LC 20), 6=1159(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) & less except when shown. TOP CHORD 1-2— 1298/858, 2-3=-1075/765, 3-4=-156/544, 4-5=-115/263 BOT CHORD 1-8=-665/1311, 6-8=-236/606 WEBS 2-8=-463/466, 3-8=-269/869, 3-6==933/120, 4-6=-455/570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 4-0-0, Interior(1) 4-0-0 to 8=10-0, Exterior(2R) 8-10=0 to 16-10-0, Interior(1) 16-10-0 to 21-4-0, Exterior(2E) 21-4-0 to 25-4-0 zone; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=346, 5=219, 6=550. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. • Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q 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 MiTekral 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 SCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type f r Qty Ply T24238624 2776565 B02S GABLE 1 1 Job Reference (optional) tfuuaers mrstjource (mans tiny, rLj, t'lant taty, t-L . 33bbi, 6.43u s may 12 2un mi I eK inaustnes, Inc. Sun uun b 14:2b:34 tun gage 1 I D:g65k6Z?uV IiuQXUS7?YA4XyW 46R-_IDjdTYlcOes3gOH?B W iw9?dHvFxODH7w7_BEyz8zvF 6-0-0 8-8-13 12-. %0 16-11.3 19.8-0 21-0-5 , 25-8-0 27-0.0 2.8.13 4-1-3 4-1-3 2-8-134-7-11 1-4-0 q Scale=1:48.8 2x4 11 8 2x4 1.1 7 9 6.00 12 2x4 11 2x4 11 6, 10 fx4 3x4 2x4 II11 2x4 II 4 34 12 4x12 1130 33 4x3 132 29 4 I 14 0 j32 3 c6I I col 2x4 II 2x4 II 15 co 1614 o . .b 28 27 26 25 P4 45 23 22 46 21 20 c19 18 '17 4x8 = 2x4 11 2x4 113x6 11 2x4 11 4x4 = 2x4 II ST1.5x8 STP= 2x4 11 4x8 = 2x4 11 3x10 = 2x4 11 3x6 11 2x4 II 5-3-14 0- 10-1-4 12-10-0 14.10-10 19-8-0 22-4-12 25-4-0 2 - -0 5-3-14 -8- 4-1-4 2-8.12 2-0 10 4-9-6 2-8-12 2-11-4 0-4.0 Plate Offsets (X,Y)-- [1:0-4-0,0-2-11,[8i0-3-2,0-2-01,[15:0-4-0,0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC- 0.67 Vert(LL) 0.21 24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.96 Vert(CT) : 0.20 22-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB . 0.99 Horz(CT) . 0.03 19 n/a n/a BCDL 10.0 Code FBC2020lfP12014 Matrix-MSH Weight: 166 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 1 Brace atJt(s): 29; 30, 32, 33 OTHERS 2x4 SP No:3 REACTIONS. (size)" 1=Mechanical, 15=0-4-0; 19=0-8-0 Max Horz 1=-269(LC 6) Max Uplift 1=-876(LC 8), 15= 327(LC 8), 19=-1481(LC 8). MaxGrav 1=1182(LC 1), 15=263(LC 18), 19=1791(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25.0 (lb) or less except when shown. TOP CHORD 1-2=-2089/1577, 2-4= 2039/1585, 4-5= 2044/1639, 5-6=-1066/838, 6-7=-997/869, 7-8=-953/877,8-9=-942/870, 9-.10=-1012/881,10-11=-106l/836,11-12=-141/304, 12-14=-179/321, 14-15=-156/2,98' BOT CHORD 1-28=-1326/1869, 27-28=-1326/1869, 26727=-132611869, 25-26=-1326/1869, 24-25=-1326/1869, 22-24=-1326/1869,2122=-237/259, 20-21=237/259, 19-20=-237/259, 18-19=-237/259, 17-18=-237/259, 15-17=-237/259 WEBS 11-19=-1240/935, 8-22=-441/449, 22-32= 781/1176, 32-33=-780/1168, 33-34=-812/1206, 11-34=-764/1161, 5-26=-437/555,_5-31=-1103/927, 30-31=-1060/893, 29-30=-1092/921, 22-29— 1111/936 NOTES- '1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building, designer as per ANSI/TPI 1. A) Building Designer / Project:engineer responsible for: verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 107) ° This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate .capable'of. withstanding 100 lb uplift atjoiht(s) except Qt=lb) 1=876,15=327,19=1481. Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc.. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity 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 propedy'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 ANS11TPll Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238624 2776565 B02S GABLE 1 1 Job Reference (optional) Cfunuers rlrsmource trlani Idly, r-L), rtam l.Iiy, rL - JJ00t, m4Ju s may i e xuxi rut I eK Inausines, Inc. Sun Jun o l4:zo:a4 zuzi rage z ID:g65k6Z?uVliuQXUS7?YA4XyW46R-_IDjdTYlcOes3gOH?BWiw9?dHvFxODH7w7_BEyzBzvF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) r40 Ib down and 89 lb up at 2-10-12, 40 lb down and 89 lb up at 4-9-4, and 33 lb down and 87 lb up at 20-9-4, and 72 lb down and 186 lb up at 22-9-4 on top chord, and 28 lb up at 2-10-0, 5 lb down and 9 lb up at 4-9-4, 39 lb down and 81 lb up at 6-9-4, 39 lb down and 81 lb up at 8-9-4, 39 lb down and 81 lb up at 10-9-4, 39 lb down and 81 lb up at 12-9-4, 39 lb down and 81 lb up at 14-9-4, 39 lb down and 81 lb up at 16-9-4, 39 Ib down and 81 lb up at .18-9-4, and 13 lb up at 20-974, and 6 lb down and 32 lb up at 22-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to:the face of the truss are noted as front (F) or back (B).. LOAD'CASE(S) Standard 1)'Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-74(F=-20), 8-41= 74(F=-20),:16-41=-54, 35-40=-40(F=-20) Concentrated Loads (lb) Vert: 22=-39(B) 24=-39(B) 25=-39(B) 27=-5(B)4=0(B) 28=3(B)2=0(B)21=-39(B)20=-39(B)18=6(B)12=7(B)17=23(B)14=24(B)45=-39(B)46=-39(B) A WARNING - verify design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 passible personal injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 Job Truss Truss Type . ! City Ply T24236625 2776565 CA JACK -OPEN TRUSS 7 1. Job Reference (optional) ounaers mrsiouume trtani L ny, rL/, rianr L.IIy, rL - JJbbr, a.4JU S may, I2 ZUZI MI I eK Inausirles, Inca Jun Jun 6 14:2b:Jb 2u21 rage I ID:g65k6Z?uVliuOXUS7?YA4XyW46R-TVn6gpZwNKmjg_bTZul xTNYvsJgZIVWGBmjkmOzBzvE -1-4-0 0-11-4 1-4-0 0-11-4 lil Scale = 1:7.6 0-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 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 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00.: 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weiqht: 5lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical . Max Horz 2=79(LC_ 10) Max Uplift 3"-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Grav 3=20(LC 10),'2=159(LC 15), 4=44(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=195. Michael S. Magid PE No.53681 MiTek USA, Inc: FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE:MII.7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foram Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedyincorporate this design into the overall building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required forstability 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 SCSI Building Component : 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 2013 Waldorf, MD 20601 Tampa, FL .36610 Job Truss Truss Type . Qty Ply T24238626 2776565 CAA JACK -OPEN TRUSS 2 1. Job Reference (optional) ounuers nrstaource triant uny, r-Lt, rlarn Uty, rL - :7J0b/, b.4:iu s may l z zuzl mi I eK Inauslnes, Inc. Jun Jun to 14:zb:Jti zuzl rage 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW 46R-xhLU28ZY8eualBAg6cYA?a54ci7sUMAQNQTHIgzBzvD -1-4-0 0-11-4 1-4-0 0-11-4 0 3X4 = v 6 0 N N O - Scale = 1:7.6 0.8-0 1-11-4 0-8-0 0.3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)• I/defl- Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.23 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020l1P12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2=0-4-0 Max Horz 2=79(LC 10) Max Uplift 3=-44(LC:1), 4=-63(LC 1), 2=-305(LC 10) Max Grav 3=71(LC 10), 4=103(LC 10), 2=248(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas'where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=305. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 WIF a truss system. Before use, the building designer must verily the applicability of design parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11Pl1 Quality Criteria; DS999 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 e f Qty Ply T24238627 2776565 CAB JACK -OPEN TRUSS 2 1 Job Reference (optional) cuuoers rrrsiaource Irian[ uuy, rat, mans Ury, r-u - aaoo/, I ADEQUATE SUPPORT REQUIRED 8.430 s May 12 2021 MiTek Industries, Inca Sun Jun 6 14:25:36 2021 Page 1 I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-xhLU28ZY8eual8Ag6cYA?a55Ji9RUMAQNQTHlgz8zvD -1-4-0 0-11-4 1-4-0 0-11-4 Scale = 1:10.2 c� ch N 6 O Plate Offsets (X,Y)-- [2:0-3-12,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC -0.18 Vert(LL) 0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.01:: 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 3=Mechanical, 4=Mechanical Max Horz 3=94(LC 10) " Max Uplift 1=-109(LC 10),,3=-7(LC 10), 4=-59(1_C 10) Max Grav 1=93(LC 15), 3=43(LC 1), 4=48(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;'B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom -chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 1=109. f Michael S. Magid PE No.53681 MiTek USA; Inc; FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q 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 membersonly. Additional temporary and permanent bracing MiTek' is always. required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information, available from Truss Plate. Institute,.2670 Crain Highway, Suite 203. Waldorf, MD 20601 .. .. Tampa, FL 36610 Job Truss Truss Type r . Qty Ply T24238628 2776565 CJ1V Jack -Open Truss 2 1 Job Reference (optional) Cunaers mrstJource Irian uny, t-L), Viant Carty, I-L - 33b61, ts.43U S May 12 GULl Mi I eK InaustrleS, Inc. Jun Jun ti 14:2b:3/ ZU21 rage 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW 46R-PtvsFUaAvxORwllsgJ4PYodFM6W 3DpQZc4CrgHzezvC -1-4-0 0-11-4 1-4-0 . 0-11-4 Scale = 1:7.6 0 i Plate Offsets (X,Y)-- [2:0-0-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00. 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a . BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) ,3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4= 14(LC 1) Max Gram 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip'DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 4) ' This truss has been designed for a live' load of 20.Opsf on the bottom_ chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the=bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=181. a Michael S. Magid PE No.53681 MiTek USA; Inc; FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 A WARNING - Verity designparameters 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, lhe: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 membersonly. Additional temporary and permanent bracing " iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see � ANSVTP11 Duality 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 r Qty Ply T24238629 2776565 CJ3 JACK -OPEN TRUSS 6 1 Job Reference (optional) tiullders I-irstbource (Plant ctty,,FL), 1 Plant city, I-L - 33567, 8.430 S May 12 2021 MI I eK Industries, Inc. bun Jun 5 14:25:35 2U21 Page 1 I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-t3TETgbpgF81XSJ2Ei bey?AQ6W pwyGgjgkyONjz8zvB -1-4-0 2-11_4 .. Scale=1:12.7 2-11-4 2-11-4 . Plate Offsets (X,Y)-- [2:Edgei0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT). -0.01 4-7 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rfP12014 Matrix -MP Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD - Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-62(LC 10), 2=-212(LC 10), 4=-41(1-6 7)_ Max.Grav 3=65(LC 15). 2=195(LC 1), 4=49(LC 3) - FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=212. 0 • Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tarnpa f 1.33610 Date: June 8,2021 Q 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 Informationavailable from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ( r Qty . Ply T24238630 2776565 CJ3V Jack -Open Truss 2 1 Job Reference (optional) t3u11aerS t-Irstbource (Plant L1ty, t-L), Flan Ulty, FL - 33b6/, 6.4313 S May 12 2U21 MI I eK Inaustrles, Inc. bun Jun 6 14:25:3b ZU21 rage 1 I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-t3TETgbpgF81XSJ2E1 be5?AQ6 W g6yGgjgkyONjzBzvB -1-4.0 2 11 4 1-4.0 2-11-4 Scale=1:12.7 3 � m 1 n m m 66 Plate.Oftsets (X,Y)-- (2:0-0-1b,tdgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) - -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL .1.25 1 BC- .0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 , Matrix -MP Weight: 12 lb FT = 20:/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical . Max Horz' 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust). Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom_chord in, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 100 lb uplift at joint(§) 3'except (jt=1b) 2=149. Michael S. Magid PE No.53681 MiTek USA, Ine. FL Cert 6634 6904 Parke East Blvd. Tampa.FL 33810. Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not IIncorporate a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 p " iTek' is always required forstability 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 Ouality 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 r r Qty Ply T24238631 2776565 CJ5 JACK -OPEN TRUSS 6 1 Job Reference (optional) t imaers rlrsibource trlant taty, r-Lj, viant uny, t-L - a:tbb/, 6.43u s May I ZUZ1 MI I eK Industries, Inc. sun dun b 14:Zb:JV Zun rage 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-LG1 cgAcRRZG99buEok6tdDjUXwl Fhjws3Ohyv9z8zvA 1 4 0 4-11 4 1-4.0 4-11-4 1 4x4 = Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.15 4-7 >380 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.14. 4-7 >419 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -AS Weight: 18lb 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. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4-Mechanical:. Max Horz 2=185(LC 10) Max Uplift 3=-124(LC 10), 2=-261(LC 10)', 4=-73(LC 10) Max Grav 3=124(LC 15), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live. loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=124,2=261. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord avid 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 604 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . A WARNING - Verily designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.. -Design valid for use only with MTek® connectors. This design is based only upon parameters shown,and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall. building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' Is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria; DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238632 2776565 CJ5V Jack -Open .Truss 2 1 Job Reference (optional) ouuuoia nlarouulue tnanr uny, narn uny, rr. - DDoor, D.4JU 5 1VIdy IZ ZUZI IVII I eK Inuustrles, Inu. oun uun O Iw:Za:wu ZUZ I rage t I D:g65k6Z?uV IiuQXUS7?YA4XyW 46R-pSa?uW c3CsOOnITRLRd6AQFhAKROQAA012RV Rbz8zv9 1 4 0 4 11-4 1-4-0. 4-11-4 Scale=1:17.6 1 ax4 y Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 : 4-7 >937 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 18 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. REACTIONS. (size) 3'--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-113(LC 10),•2=-161(LC 10)' Max Grav 3=138(LC 15), 2=265(LC 15), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (37second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using:ANSlfFPI 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 100 lb uplift at joint(s) except Qt=lb) 3=113,2=161. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .t c Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 3381.0 Date: June 8,2021 Q WARNING - Verity 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 Mfreke connectors. This design is based only upon parameters shown, andis for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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. East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Job Truss Truss Type r Oty . Ply T24238633 2776565 D01 Hip Girder Job Reference (optional) ouuuers nrstauurue trrant t..my, rL/, rianl uiiy, rL - :73ob/, m4ou 5 may lz zuzi mi I eK Inausine, ID:SWtsYgi GDf5f83gBcncfVjzOU4F-He8N5sdhy 13.0-0 20-0-C 6.0-0 7-0-0 4x8 = Special NAILED NAILED NAILED 4x6 — 3 16 17 4 inc. bun dun b 14:Zb:41 ZUZI Face 1 4x4 — 2x4 II 3x4 = NAILED NAILED 3X4 = 4X4 — Special Special Scale=1:36.9 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X,Y)-- [3:0-5-4,0-2-0], [4:0-3-8,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT). -0.21 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 86lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except` 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2. WEBS 2X4 SP N0.3 REACTIONS. (size) 2=0=8-01 5=0-8-0 Max Horc 2=-172(LC 6) Max Uplift 2=-835(LC 8), 5=-864(LC 8) Max Grav 2=1466(LC 1), 5=1487(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2642/1386, 3-4— 2361/1373, 4-5=-2691/1452 _ BOT CHORD 2-9— 1074/2296, 7-9=-1075/2318, 5-7=-1131/2339 WEBS 3-9=-17/668, 3-7=-272/164, 4-7=0/658 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. "Special' indicates special hanger(s) or other connection i devices) required at location(s). shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60'plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss:component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=835, 5=864. �) "NAILED" indicates 3-1 bd.(0.148"x3") or 3-12d (0.148"4.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support. concentrated load(s) 236 lb down and 430 lb up at 13-0-0 on top chord, and 336 Ito down and 113 lb up at 7-0-0, and 336 lb down and 113 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. t10) 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, 3-4= 54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-117(F) 4=-189(F) 9=-336(F) 7=-336(1-) 16=-117(F) 17=-117(F) 18=-59(F) 19=59(F) Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 3361.0 Date: June 8,2021 Q WARNING - Verity designparameters 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 in 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 MITPrK• 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 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety informationavailable from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238634 2776565 D02 Hip 1 1 Job Reference (optional) Rudders FtrstSource (Plant uty, FL), Plant fifty, FL - 33567, -1-4-0 6-3-6 9-0-0 1-4-0 6-3-6 2-8-10 t3.4ou s May 1 Z ZUZI MI I eK Inousines, Inc. bundun 6 14:Zb:4Z ZUZ1 rage 1 ID:SWtsYg1 GDf5f83gBcncfVjzOU4F-mrilJCeJjUfkO3dpTsfaFrK2T73Pu2UIIMwcW UZ8zv7 11-0.0 13-8-10 20-0-0 21-4-0 2-0.0 2-8-10 6-3.6 1-4-0 .. .. Scale=1:36.9 4x4 = 4x4 = 4 5 4x4 = 3x4 = 46 = 3x4 = 44 = 9-0.0 11-0-0 20-0-0 9-0-0 2-0.0 9.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 11-14 >779 180 BCLL 0.0 Rep Stress Incr YES WEI 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 92 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. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz'2==213(LC 8) Max. Uplift 2=-450(LC 10), 7=-450(LC 10) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) - Max. Comp:/Max. .Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1182/894, 3-4=-971/791, 4-5= 823/739, 5-6=-971/791, 6-7=-11821894 BOT CHORD 2-11=-591/1069, 9-11=-330/823, 7-9=-591/1023 WEBS 3-11— 390/391, 4-11=-242/369, 5-9= 242/370, 6-9— 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2R) 3-4-2 to 16-7-14,"Interior(1) 16-7-14 to 17-4-0, Extedor(2E) 17-4-0 to 21-4-O.zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=450, 7=450. r}) This truss design requires.that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL. Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall. building, design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek' 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 - ANSVTP11 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 T24238635 2776565 D03 Hip Girder 1 2 Job Reference (optional) Builders FirstSource (Plant uny,_I-L), Plant City, FL - 33b6/, 8.43U S May 12 2021 MI I eK industries, Inc. SunJun 6 14:25:43 2021 rage 1 ID:SWtsYg1 GDf5f83g8cncfVjzOU4F-El G7WYfxUnnbeDC01 aApn3tDwXMRdMW S_Of92wz8zv6 10-3-0 .. 5-1-12 9-9-0 19-OrOi 141%4 i. 20-0-0 5-1-12 4-7-0 0-3- - 4-7-4 - 5-1-12 0-3-0 Scale=1:37.6 6x8 6.00 12 1 3x6 2 3 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. \\ •3x4 4 5 m Io r 15 16 9 17 8 7 18 19 6 .. 20 a 5x8 = HTU26 HTU26 Special 5x6 = HTU26 HTU26 3x8 I I 7x8 = 3x8 I I 3xg = ST1.5x8 STP = HTU26 HTU26 HTU26 HTU26 HTU26 10-3-0 ST1.5x8 STP= i 5-1-12 .9-9-0 10-Or0 14-10-4 5-1-12 4-7-4 3 4-7-4 5-1-12 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.13 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Bd 6:87 Vert(CT) -0.16 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc puffins. BOT CHORD 2x6 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. 1-8: 2x6 SP M 26 WEBS 2x4 SP N6.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=196(LC 7) Max. Uplift 1=-2551(LC 8), 5=-2623(LC 8) Max Grav 1=4360(LC 1), 5=4133(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 7599/4216, 2-3=-4778/2783, 3-4=-4777/2781, 4-5=-6970/4242 BOT CHORD 1-9= 3732/6801, 7-9=-3732/6801, 6-7=-3751/6235, 5-6=-3751/6235 WEBS 2-9= 1102/2277, 2-7= 2855/1598, 4-7= 2222/1619, 4-6=71136/1719, 3-7=-2199/3830 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered. equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to Ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof jive loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3=second gust) Vasd=124mph; TCDL=4 2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.: - II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 7) ' This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �8) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. b) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=2551, 5=2623. '10) Use Simpson Strong -Tie HTU26 (20-1,0d Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 2-2-12 from the left end to connect truss(es) to back face of bottom chord.' 11) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 3-4-0 oc max. ' starting at 4-2-12 from the left end to 18-6-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient, to support concentrated load(s) 558 lb down and 185 lb up at Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 . VUIIll1 IICU UII payu'G WARNING - Verity 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:ls 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 MITP.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 : ANSYTPl1 Quality Criteria; DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - "" 6904 Parke East BIJd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238635 2776565 D03 Hip Girder 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 14:25:44 2021 Page 2 ID:SWtsYgl GDf5f83g8cncfVjzOU4F-iDgVjtgZF5vSGNnCaHi2KGOOgxhgMpmbDgPjaNzezv5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 1-12=-20 Concentrated Loads (lb) Vert: 8=-500(B) 9=-689(B) 6=:676(B)14=-750(B) 15=-1150(B)16=-689(B)17= 558(B)18=7639(B) 19=-663(B) 20=-750(B) Q WARNING - Verity 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 MTekrs? connectors. This design is based only upon parameters shown, andls for in 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 chard membersonly. Additional tempprary and permanent bracing R � iTek' is always- required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tabrfcatipn, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria; OSB49 and BCS/ Building Component 6904 Parke East Blvd. ' Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type + Oty Ply T24238636 2776565 E7 Jack -Open. 11 1. Job Reference (optional) t3maers mrstbource (mant,Lmy, FL), F9ant tarty, rL - 33b67, - 6.43U 9 May 12 2U21 MI I eK Industries, Inc. Sun Jun 6 14:2b:44 2U21 rage 1 ID:SWtsYg1 GDf5fB3gBcncfVjzOU4F-iDgVjtgZF5vSGNnCaHi2KGOlixjuM_9bDgPjaNz8zv5 -1-4.0 7-0-0 1-4-0 7-0-0 Scale=1:22.6 � 3 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:80 Vert(LL) 0.19 4-7 >437 240 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.73 Vert(CT) -0.20 4-7 >410 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) : 3=Mechanical, 2=0-8-0, 4=Mechanical . Max Horz 2=241(LC 10) Max Uplift 3=-165(1_C 10), 2=-185(LC 10) Max Grav 3=204(LC 15), 2=343(LC 15), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber'DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss'component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of,20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 3=165, 2=185. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 1 Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 8,2021 0 WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. ..�� Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 IVj iTe 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 , ANSIITP11 Quality Criteria; DSB799 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 T24238637 2776565 EJ7A JACK -OPEN TRUSS 1 1 Job Reference (optional), ounuers rnstauurce triant Ugly, rL/, riant L111y, rL - JJbb 1, 12 1 ts.4JU a May 1 z zuzi Ivll I eK Inousines, Inc. Aun dun b 14:Z0:4b ZUZI rage 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW 46R-a?30ZFj4JKPtk_4zp7m_U6a6PYFAIIOB81 Nwj8z8zv1 7-0-0 7-0-0 5 Scale=1:22.8 2x4 2x4 11 2x41I 2z4.11. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 1 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 : n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-P Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD, Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 P except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-0-0, , (lb) - Max Horz 2=237(1_C 10) Max Uplift All uplift 100 lb or less at joints) 6, 2 except 7=-105(LC 10), 8=-100(LC 10) Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-467/160 WEBS • 4-7=-127/380, 3-8=-233/459 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to. the face), see Standard Industry, . Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Building Designer % Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where s used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company..Borate or other suitable treatment may be used if it doe's not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2 except at=lb) 7=105, 8=100. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 .6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - verity 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 membersonly. Additional temporary and permanent bracing " /�ITek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS11TP/1 Duality 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 T2423863B 2776565 EJ7V Jack -Open Truss 6 1 Job Reference (optional) CUIIaerS rlrsibource tYlam Gny, rLJ, mant Lay, rL - 39bb7, U.43U S may 12 ZU21 mi I eK Inaustfles, Inc. Sun -Jun 6 14:2b:4U ZU21 rage 1 ID:g65k6Z7uVliuQXUS77YA4XyW46R-2BdOnbji4dXkM8f9NgHD1 K78kyQK1 EOKMy6TGaz8zv0 -1-4-0 7-04 1-4-0 7-0.0 H 4x4 Scale=1:22.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.20 4-7 >408 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.21. 4-7 >398 180 BCLL 0.0. ' Rep Stress Incr YES WB. 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix -AS Weight: 25 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max, Uplift 3=-169(LC 10), 2=-179(LC 10)' ' Max Grav 3=206(LC 15), 2=341(LC 15), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for alive load oQ0.0psf on the bottom chord in all areas where a'rectangle 3-6-0 tall by 2-0-0 wide' will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should.ver'ify . capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 3=169, 2=179. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. 4 Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 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 witti 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 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 forstability 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 . ANSUrP/r Quality Criteria; DSB799 and SCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Qty Ply T24238639 2776565 EJ210 Jack -Open Truss 13 1 Job Reference (optional) Iauuaers rlrsmource triant ary, rLl, riani ldiy, M - aaoer, 1-4-0 8 t"Z s May 1z zuz1 MI I eK Inausirles, Inc. Aun Jlln t7 14=:4o zuz1 rage i I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-AQOuxDgCOP1 ItXM08?DHtUyRRLBf5RPISKBG6pzBzv4 2100 2-10-0 Scale = 1:12.4 w m m .4 2-10-0 2100 Plate Offsets (X,Y)-- [2:0-1-0,Edge] 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 0.93 Vert(LL) -0.02. 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 : 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB . 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight:11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size): :3=Mechanical, 2=0-8-0, 4=Mechanical., Max Horz 2=129(LC 10) " Max Uplift 3=-29(LC 9), 2=-298(LC 10), 4=-25(LC 15) Max Gram 3=20(LC 15), 2=517(LC 15), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second_ gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific . to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=298. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 227lb down and 285 lb up at -1-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plfl Vert: 1-3= 54, 4-5=-20 + Concentrated Loads (lb) Vert:1=-200(F) ` • Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity 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 show6,: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. AdditiDnal temporary and permanent bracing WOW. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ! < < Qty PI y T24238640 2776565 EJ210A . JACK -OPEN TRUSS 2 .1 Job Reference (optional) wunaers mrscsource (riant idly, r-L), rlani L ny, rL - JJbb (, L -1-4-0 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 14:25:45 2021 Page 1 ID:g65k6Z?uVIiuQXUS7?YA4XyW46R-AQOuxDgCOP11tXMOB?DHtUycKLB05RPISKBG6pzBzv4 2100 2-10-0 Scale = 1:12.4 c? m ZX4 = 0 4 0 2-10.0 0-4-0 2-6-0 Plate Offsets (X,Y)-- [2:0-0-0,0-0-4) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.23 Vert(CT) -0.00 5 >999 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code :FBC2020/TP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD.. Structural wood sheathing directly applied or 2-10-0 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=0-4-0, 4=Mechanical Max Horz 2=129(LC 10) Max Uplift 3=-39(LC 10), 2=-257(LC 10), 4=-26(LC 7) . Max Grav 3=49(LC 15), 2=234(LC 1), 4=36(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=257. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M[TEK 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 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 , ANSLITP11 Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type t M t Gity Ply T24238641 2776565 EJ210C Jack -Open Truss 1 1 Job Reference (optional) ounuers nrsiauurue man[ uny, rLl, riani Ugly, rI_ - aa00r, 1-4-0 2-0-7 1-4-0 2-0-7 1 m43U s may 1 z zuzl mi I eK InausineS, Inc. bun Jun b 14:zb:4b zuzl rage 1 >uVli uOXUS7?YA4XyW 46R-ecyG8Zhgni99VgxbiikW PhVelkMggpsug_upfFz8zv3 Scale=1:12.4 - 1-6-12 1-6-12 2-10-0 1-3-4 Plate Offsets (X,Y)-- [2:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .0:96 . Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.13 4 n/a n/a BCDL 10.0 Code FBC2020/TP[2014 Matrix -MP Weight: 13lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical; 6=0-11-5 Max Horz"6=129(LC 10) Max Uplift 4=-388(LC 1), 5=-467(LC 1), 6=-1015(LC 10) Max Grav 4=31O(LC 10), 5=388(LC 10), 6=1223(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-192/348 BOT CHORD 2-6=-43/266 WEBS 3-6= 580/1249 NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0:18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSIIfPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for alive load of20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -chord and any other members. 7) Refer to girder(s) for truss to:truss connections. 8i Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 4=38815=467, 6=1015. 9) Hanger(s) or other connection device(s) shall be provided sufficient to: support concentrated load(s) 102 lb down and 128 lb up at -1-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the.face of the.truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead'+ Roof Live, (balanced): Lumber Increase=1.25, Plate Increase=1.25; Uniform Loads (plf) Michael S. Magid PE No.53681 Vert: 1-4= 54, 5-7=-20 MiTek USA, Inc. FL Cert6034 Concentrated Loads (lb) . .. 6804 Parke East Blvd. Tampa FL 33610 Vert: 190(F) Date: = June 8,2021 0 WARNING -Verity 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 ANS//TP11 Quality Criteria, DSB-B9 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 TrussTruss Type ty Ply T24236642 2776565 EJ210D JACK -OPEN TRUSS 1 . 1 Job Reference (optional): OUIIUe1S IIL�'IJUUIUtl, r1e1114LLy, r . . JJOOJ —OU S 1V df GL — I IVII I — IIIUU L-5, 11- 1 Ue UUII O UO:L/: I L LUL I Inge I I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-wpNRzvmBVEzP Kfl_yj U3shCHosZTvdm_002jA8z8P rT 1.4-0 1-10.15 2-10-0 1-4-0 1-10-15 0-11-1 m m" 7 ADEQUATE 2x4: I SUPPORT REQUIRED 1-3.4 . 1-5-4 1-10-15 2-10-0 1-3-4 1-5-4 0-5-11 0-11-1 Plate Offsets (X,Y)-- f4:0-3-2,0-0-81 Scale = 1:14.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.15 Vert(LL) 0.01 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 2 >999 180 BCLL 0.0 Rep Stress lncr NO WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly' applied or 10-0-0 oc bracing. WEBS 2x4SPNo.3 REACTIONS. All bearings 0-11-5 except at=length). 1 =Mechanical, 4=Mechanical.. (lb) - Max Horz 7=146(LC 10) Max Uplift All uplift 100 lb or less at joints) 4 except 1=-385(LC 10), 7=-350(LC 10), 6= 158(LC 1) Max Grav All reactions 250 lb or less at joint(s) 6, 4 except 1=412(LC 15), 7=404(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1'5ft; B=45ft; L=40ft; eave=51ft; Cat. II; Exp O; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Building Designer / Project engineer responsible for verifying applied: roof=live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 1=385, 7=350, 6=158. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. i'O) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 340 lb down and 1002 lb up at -1-3-4.on top chord. The design/selection.of such connection device(s) is the responsibility of"others.. -11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). *LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-76, 4-8=-54, 2-5=-20 Concentrated Loads (lb) Vert: 1= 300(F) . Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .June 8,2021 0 WARNING - Verity designparameters 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 propedy.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?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 Job Truss Truss Type I v ! Qty Ply T24238643 2776565 H7 JACK -OPEN GIRDER 3 1 Job Reference (optional) t3unaers mrstbource tviant lilty, F-L), viant city, l-L - 33567, 8.43U s May 12 ZU21 MI I ek Industries, Inc. Sun Jun 6 14:2b:49 2U21 rage 1 ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-2BdOnbji4dXkM8f9NgHD1 K7CFyThl7NKMy6TGaz8zvO -1-10-10 4-6-8 9-10-13 1 3X4 = - NAILED NAILED NAILED NAILED Scale = 1:25.3 4-6-8 9-10-3 . 9-1Q-13 4-6-8 5-3-11 0- -10 Plate Offsets (X,Y)-- [2:0-2-5,0-0-01 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 0.62 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.63 Vert(CT) -0.13 6-7 >921 180 BCLL .0.0 Rep Stress Incr NO WB 0.45 Horz(CT) . 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 43 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=0-8-0, 5=Mechanical Max Horz 2=241(LC 8) Max Uplift 4= 154(LC 8), 2=-257(LC 8), 5=-88(LC 8) Max Grav 4=148(LC 1), 2=518(LC 1), 5=305(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 841/278 BOT CHORD 2-7=-367/771, 6-7=-367/771 WEBS 3-7=0/290, 3-6=-813%387 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas.where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at=1b) 4=154, 2=257. 7) "NAILED" indicates 3-1 Od (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: 1-4=-54,.5-8= 20 Concentrated Loads (lb): Vert: 7=10(F=-5, B=-5) 12=-75(F=-37, B=-37) 14=-57(F=-28, B=-28) Michael S. Magid PE NoM681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity designparameters 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 this design Into the overall _incorporate 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. Safely Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type —� Qty Ply " T24238644 2776565 HJ7V DIAGONAL HIP GIRDER 1 1 Job Reference (optional)' Duuuers rrrsrJUUrce trlarm uny, rL), rlalit tiny, rL - 00Dor, o.40u s 1VIay IZ 4U41 NII I eK Inauslnes, Inc. oun Jun o 14:Lo:oZ eue I rage I ID:g65k6Z?uVliuQXUS7?YA4XyW46R-.TmJXPdmbNYvJDbOk2znvfylmm9U3EXJn3wL8rvzBzuz 1-10-10 5-11-11 9-10-13 Scale = 1:22.3 N N 3x4 5-11-11 9-10-13 5-11-11. 3-11-2 LOADING (psf) SPACING- 2-0=0 :; `. CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC' 0.58 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 * Rep Stress Incr NO WB .0:31 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 40 lb FT = 20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-9-13, 5--Mechanical Max Horz 2=291(LC 8) Max, Uplift 4= 201(LC 8), 2=-229(LC 8), 5==153(LC 8) Max Grav 4=245(LC 13), 2=412(LC 1), 5=426(LC 13) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-1119/390 — BOT CHORD 2-7=-578/1.122, 677=-584/1116 WEBS 3-7=0/270, 3-6=-1113/578 NOTES- 1) Wind: ASCE 7-16; Vult=160mph:(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0A8; MWFRS (directional); endVertical left and right exposed; Lumber DOL=1.60 plate grip:DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use -of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant 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 9-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members... 5) Refer to girder(s) for truss to truss connections. 6) Bearing At joint(s) 2 considers parallel to, grain value using ANSI/TPI.1 angle to grainformula. Building designer should verify . capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 4, 229 lb uplift at joint 2 and 153 lb uplift at joint 5.. 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: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4= 134(F= 40, 13=40), 8=0(F=10, B=1 0)-to-5=-49(F=-1 5, B=-15) Michael S. Magid PE NoM681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33618 Date: June 8,2021 WARNING - Verity 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, andois foran 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 forstability 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 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 C IN Qty Ply T24238646 2776565 HJ210A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) nuucers rtrsroource trianl Illy, ry, rlanl l.l1y, 1-1-7 O�bbr, 1-10-10 1 0-4-14 0-4-14 2x4 = 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 14:25:51 2021 Page 1 I D:g65k6Z?uVli uQXUS7?YA4XyW 46R-?al9BHlycFnSbSpYVFKh61 Cd71 E3VBudgGbaKTz8zv_ 3.11-5 3-11-5 Scale=1:12.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03- 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.25 Vert(CT) -0.02 5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB. 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 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=0-6-1, 4=Mechanical . Max H6rz'2=128(LC 8) Max Uplift 3=-32(LC 5), 2=-250(LC 8), 4=-48(LC 13) Max Grav 3=42(LC 1), 2=229(LC 1), 4=36(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed'; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=250. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 98 lb up at 1-4-15,'and 54 lb down and 98 lb up at 1-4-15 on top chord, and 24 lb down and 36 lb up at 1-4-15, and 24 lb down and 36 lb up at 1-4-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I.OAD CASE(S) Standard 15 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 9=53(F=27, B=27) 10=72(F=36, B=36) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FI. 33610 Date: June 8,2021 Q WARNING - Verity 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 propedy.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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' : Qty Ply T24238647 2776565 HJ210B DIAGONAL HIP GIRDER 1 1 Job Reference (optional) I3Wlders First50Urce (viant uity, I-L), F cant city, FL - 33567, -1-10-10 1-10-10 8.430 s May 12 2021 Mi I ek Industries, Inc. Sun,Jun 5 14:25:51 2021 rage 1 I D:g65k6Z?uV li uQXUS7?YA4XyW 46R-?al9BHlycFnSbSpYVFKh6l Ccyl EOV7tdgGbaKTzBzv_ 3 11 5 3-11-5 Scale=1:14.7 ADEQUATE 2x4 11 SUPPORT REQUIRED '11 0-3-5' Plate Offsets (X,Y)-- 12:0-2-5;0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 025 Vert(CT) -0.04 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB. 0.07, Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014. Matrix -MP Weight: 17Ib FT=20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 4=Mechanical, 6=0-8-0. (lb) - Max Horz 6=143(1_6 8) Max'Uplift All uplift 100 lb or less at joints) except 1= 137(LC 8), 4=-113(LC 1), 5=-149(LC 1); 6=-456(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 6=553(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. WEBS 3-6=-276/219 NOTES- .. 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;,MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 1, 113 lb uplift at joint 4, 149 lb uplift at joint 5 and 456 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 54 lb up at 1-4-15, and 50 lb down and 54 lb up at 1-4-15 on top chord, and 28 Ib down and 44 lb up at 1-4-15, and 28 lb down and 44 lb up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8� In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front,(F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-8=-75, 4-8=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=56(F=28, B=28) 11'=-56(F=-28, B=-28) Michael S. Magid PE NoM681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 8,2021 A WARNING - Verity designparameters 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 property' Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnlormatfon available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4' 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. 0-1/1fi r . For 4 x 2 orientation, locate plates 0-* 11i ' 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. Numbering System 0 Cr O M. a- O I- ® General Safety Notes Failure to Follow Could Cause Property, Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 0. . M 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building 0_ 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 JOINTS.ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/fPI 1. 6-4-8. dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 8 7 6 5 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from THE LEFT. the environment in accord with ANSI/TPI 1. 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/fPI 1 section 6.3 These truss designs rely on lumber values established by others. ©2012 MiTekOAll Rights Reserved +Eo MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 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.