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HomeMy WebLinkAboutTRUSS,W, ;N 258 Southhall Lane, Suite 200 GF;D Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com 81, Website: www.fdseng.com ENOINEERINO ASSOCIATES July 15, 2021 Building Department Ref: Adams Homes Lot: Lot 62 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 8621 Merano Ave. Model: 1820 D RHG KA # 21-8332 Truss Company: Builders First Source Date of drawings: 7/6/2021 Job No.: 2813353 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, 7/15/2021 7/15/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" ,��,;aaalaOAA31211 "a\* pABLp T��>a No 87gs��:N 7 a STA1 d��agi e ➢ I l5a®����''� Luis Pablo T rres, P.E. FL. # 87864 CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 A• LUS24 / JUS24 895 / 835 490 /510 1LI 9 A HTU26/ THD26 3600 / 3470 1555 / 2330 ILA 0 B HTU28 / THD28 4680 / 6040 2140 / 2330 rLB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 1 Le 0 1 D I HTU28-2 / THD28-2 14680 / 6005 13485 / 2595 111) 0 1 E I HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 1 le 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 Ill' 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 1 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 u+ 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 Li 3X8NOP ❑� Reviewed and Approved ❑ Reviewed with Notations ❑ Revise and Resubmit ❑ 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 performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date:07/15/2021 By: ES Submittal No.: Project No.: 21-8332 Project Eng.: I Project Name: Adams Homes - Fort Pierce - Waterston - Lot 62 Blk 1 VERFY ALL OMEHSIONS AHD MIUNG CONOTIONS PROR TO APPROVAL SOME CEILING FRAMING REQUIRED IN FIELD BY BUILDER MAIN" FORCERESMnUesysTEMICc HYBRMNANDASCET-is IMPORTANT ENCLOSED EXPOSURE CATEGORY C =wANcveAmaomR This Drawing Must Be Approved And WINO Loao IN MPH UM Returned Before Fabrication Will HAV SEFACTORNED TRUSSES NAVE BEEN DESNiNED FORAIC.O PSF BOTTOM CNORD LIVE LOAD T Begin. For Your Protection Check All WNCONCURRM MATH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By Date BCDL: 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL, 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-81 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 BUILDER: Adams Homes PROJECT: I Single Family MODEL: 1820 D 3CAR ADDRESS: 8621 MERANO AVE LOT I BLOCK: 6211 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB IY : 2813353 DATE: 0710512021 SCALE: NTS PLAN DATE: 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 306-1300 Fax (813) 3054301 WiTeke­ RE: 2813353 p p: MiTek USA, Inc. 1820 1 D. 3CARBLK 6904 Parke East Blvd. Tampa, FL 336104115 Site. Information:. . Customer: Adams Homes Port St Lucie -'Project Name: 2813353 Lot/Block:.62/1. --Model:--Moclek 1820 3CAR - Address:. 8621 MERANO AVE' Subdivision:: WATERSTONE City: Fort Pierce ..... State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): .Design Code: FB.C2020/TP12014 Design: Program: MiTek20/20.8.4 Wind Code: ASCE 7-16 Wind Speed:: 160 mph Roof Load: 37.9 psf Floor oa ps.::: This package includes 34 individual, dated Truss Design Drawings and 0 Additional Drawings. .With my seal affixed to: this sheet, I hereby certily. 1 at I am the Truss Design Engineer and this. index sheet .. conforms to 61G15-31,00 ,:section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name; ;. Date No. Seal# Truss Name .: Date 1 T24238716 A01 7/6/2021 -:21 T24238736 CS 7/6/2021 2 T24238717 A02 7/6/2021 22 T24238737 C5V 7Mi2021 3 ..T24238718 A03 7/6/2021. 23 T24238738 Dols ... 7/6/2021 . 4 T24238719... A04 7/6/2021 24. T24238739 D03S 7/6/2021. 5 T24238720:.:. A05: 7/6/2021 25, T24238740 El 1M/2021 6 T24238721: A06 7/6/2021 26 T24238741 E7 7/6/2021 .7::. T24238722 A07 7/6/2021 27--T24238742 E7V 7/6/2021:: . 8 T24238723 A08 7/6/2621 28 T24238743 E7.VP 7/6/2021 9 T242387241 A09 :. 7/6/2021 :29 : T24238744- :: H1 7/6/2021 10 T24238725,; AlOS 7/6/2021 :30.- T24238745 H7 7/6/2021 11 T24238726 -A! IS 7/6/2021 31 T24238746 H7V 7/6/2021 12 " T24238727 A24S 7/6/2021: 32 T24238747 KO1 7/6/2021 .. . 13 T24238728 BOlAS:- .. 7/6/2021 .: 33" T24238748..: K02 7/6/2021" 14 T24238729' : B0198 7/6/2021 34 T24238749 ' K03 7/6/2021 15.. .T24238730 B01S 7/6/2021. 16 T24238731 B11S 7/6/2021: 17 T24238732 CI 7/6/2021 18 T24238733 Cl V . : 7/6/2021 19 T24238734 C3 7/6/2021 20.." T24238735 C3V 7M/2021 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under mydiree't supervision ���►t� r��ii based.on the parameters provided:by Builders FirstSource: (Plant City, FL). `���� P1yL S• Mq i0�e� Truss Design Engineer's Name: Magid, Michael ���� �G�.•�C E Nj S ••; �ij ��i� My license renewal date for the state.of Florida is February. 28; 2023. .' F • :�. Florida COA: 6634 No: 53681 IMPORTANT NOTE: The seal on. these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and.that.the designs comply with ANSIrrPI 1. These designs are based upon parameters shown. (e.g.,.loads, supports, dimensions, shapes and design codes), which were STAT O F 44/ 91J6n:to: MiTek. Any project specific information included is for' MiTek ��0 customers file reference purpose only,:and was not taken into account in the preparation .of . /R:1.: , these designs. MiTek. has not independently verified the applicability. of the design V� is • �' • • • • • •'' �• �?.��. parameters d verify oathe li applicability of desi gn nparticular arametersbuilding.'' and p eo Before incor the ora euthese designsdesigner ��� bl�0 N A; � PP Y 9 P P P Y� P 9 into the. overall building design per ANSl/TPI 1, Chapter 2: Michael S. Magid PE.No:53661 MITek USA, Inc: FL Bert 6634 6904 Parke East Blvd. Tampa FL ,. J 33610 y 06, 2021.:: u 1 ofl Magiichael Job Truss Truss Type Qty Ply 1820 D 3CAR BLIK ' a T24238716 2813353 A01 SPECIAL, 8 1 Job Reference (optional) ,liubaers mrst'ource tr'lant Luny, rL), Vlant Gny, FL - 33Sb/, 6.43u s May12 2U21 MI I ek Industries, Inc. Sun Jun 6 16:51:25 2021 Page 1 I D:193QGW BBpX9j RI87zeOm7kz5?ad-ZCJTDC?Tk7onl LW 541 zzhaxi CUOXu51 CC5JItEz8xmW r1.4-q 6-3.0 11-11-12 19-10=0 27-8-4 33.5-0 39-8-0 Al-0-q 114-0 6-3-0 5-8-12 7-10-4 7-10.4 5.8-12 6-3-0 1-4-0 • Scale =1:72.2 5x6 = 6.00.12 . 5 ca O ST1.5xB STP = ST1.5x8 STP = 5x12 3.00 12 5x12 Zz .. 8-8-0 17-6-R .. 22-1-R .. s1.n.n qA.R-n LOADING (psf) SPACING- . 2-0-0 CSL DEFL. in - (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.49 10-11 >960 240: MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.93 10-11 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-SH Weight: 230lb FT=20% LUMBER- BRACING-. : TOP CHORD 2x4 SP M 31 'Except' TOP CHORD : Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOTCHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x6 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-810(LC 10), 8=-81O(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) -"Max. Comp./Max. Ten. -. All forces 250 (lb) or less except when shown. TOP CHORD . 2-3=-5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6= 2676/1481, 6-7= 5238/2469, 7-8=-5483/2628 BOTCHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11= 1441/3291,,,' 8-10=-2202/4922 WEBS - 5-11=-425/1139, 6-11=-1436/820, 6-10=-682/2000, 7-10=-188/281, 5 12= 425/1190, - 4-12=-1522/820, 4-14=-682/2184, 3-14=-173/281 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=4011; eave=5ft; Cat.. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7=10 to 15-10-6, Extedor(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for " reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60. 8) 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 Iiveload'of 20.Opsf on the bottom'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .members, will fit.between the bottom chord and any other with BCDL = 10.dpsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value.using ANSI/fPI 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 810 lb uplift at joint 2 and 81 O Ib uplift at joint 8. Michael S. Magid PE N6.53681 MiTek USA, Inc. FL Cart 6634 6904 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 fog an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and Propedy)ncorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionattemporary 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 . AIVSIITP11 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 1620 D 3CAR BLK. . . T24238717 2813353 A02 SPECIAL. 2 1 Job Reference (optional) • Ulloers mrsiSOUrce trlani uny, r-LI, rlani uiy, M - 33bb 1, C.4Ju s may iz zuzi mi I eK InausineS, Inc. Sun Jun b l6:b1:2/ zuzi rage 1 I D:1930G W.BBpX3j RI87zeOm7kz5?ad-VbRD66OkGk2V?ffTCS? Rm?1 Oi IgJM?aUgPosx6z8xmU 11-4-q 6-3-0 11-11-12 19.0-0 20-8.0, 27.8-4 33-5-0 . 39-8-0 41-0-0' 1-4-0 6-3-0 5.8-12 7-0-4 1-8r0 7.0-4 5-8-12 6-3-0. 1-4-0 dI O .. : 5x6 = 6.00 12 5x6 = ST1.5x8 STP = 3x4: = ST1.5x8 STP — 6x8 — 3.00 12 6x8 Scale =1:75.1 8-8-0 15-7-7 19-10-0 24-0-9. 31-0-0 39-8-0 8-8-0 6-11-7 4-2-9 4-2-9 6-11-7 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-4-0,0-3-0]; [5:0-4-0,0-2-8], [6:0-4-0,0-2-8], [7:0-4-0,0-3-0], [9:0-5-9,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 0.90 Vert(LL) 0.53 12 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.80 11-12 >584 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 HOrz(CT) 0.54 9. n/a n/a BCDL 10.0 Code: FBC2020/TP12014 Matrix-SH Weight: 218 lb FT = 20 % . . . LUMBER- BRACING — TOP TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT. CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP'No.1 WEBS 2x4 SP No.3 WEDGE. Left: 2x4 SP No:3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-Oi 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2— 81 O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=4678/2623,.34=4460/2503, 4-5=-2621/16B5, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503; 8-9=-4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12— 1473/2962,9-11=2192/4181 WEBS 4-16=-695/1675, 4-1.5=-1162/756, 5-15=-535/1071, 5-13=-261/320, 6-13= 261/320, 6-12=-535/1010, 7-12=-10861756, 7-11=-695/1545 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 Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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) Provideadequate 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, 9 considers parallel to grain value using ANSIfTPI 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 810 lb uplift at joint 2 and 810 lb uplift at . joint 9. Michael S. Magid PE N6.53681 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 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 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/TP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FLA6610 Job Truss Truss Type City. Ply 1820 D 3CAR BLIK r . ' T24238718 2813353 A03 SPECIAL 2 1 Job Reference (optional) CUllaefs rlrslSOUfae (t'lani l.liy, rL), rani lAiy, rL - JJbb/, - - ts.4Ju s may 1 z zuzl mi I eK Inausines, Inc. Sun Jun 6 1 b:bl:Zts ZUZI raged ID:1930GWBBpX3jR187zeOm7kz5?ad-zn?brE1 M12AMcpEgIAWgJCZbyhOD506eu3XPTYz8xmT r1-4-q 6-3-0 11-11-12 17-0-0 22-8.0 27-8-5 31;5O 39-8-0 1i1-0-Q" 1-4-0 6-3-0 5-8-12 5-0-5 . 5-8.0 5-0-4 5.8-12 6-T-0 - Scale ='1:75.1 m O ST1.5x8 STP = 5x8 3.00 F12 6.00 12 5x6 = 5 5x8 = 6 ST1.5x8 STP = 5x8 Plate Offsets (X,Y)--[2:0-5-3,0-1-6],[4:0-3-0,0-3-0];[5:0-3-0,0-2-0],[6:0-6-0,0-2-8],[7:0-3-0,0-3-0],[9:0-5-3,0-1-6];[11:0-4-0,0-4-8],[15:0-3-12,0-4=8] " '' LOADING (psf) SPACING- . .. 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20:0 Plate Grip'DOL 1.25 TIC 0.80 Vert(LL) 0.53 11-12 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.79 11-12 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 9 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-SH Weight: 235lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD .2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 . WEBS 1 Row at midpt 6-14 . REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9): Max Uplift 2=-810(LC 10), 9=-81 O(LC 10) Max Gram 2=.1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=-2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9==4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=-1599/2984, 9-11=-2453/4352 WEBS 3-15=-261/317, 4-15=-775/1762, 4-14=4183/761, 5-14=-394/792, 6-12=-394/816, 7-12=-1111/761,7-11=-775/1647,8-11=-275/317 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 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(l) 26-7-10 to 37-0-6,, Extedor(2E) 37-0-6 to 41-0-0 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . n will fit between the bottom chord and any other members. 7) Bearing at-joint(s) 2, 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.810 lb uplift at joint 2 and 810 Ib uplift at joint 9. Michael S. Magid PE 06.53681 MiTek USA, Inc. FL Gert 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 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 pennanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 aty . Ply 1820 D 3CAR ELK' ' ' T24238719 2813353 A64 SPECIAL 2 1. Job Reference (optional) puticlers mrsibource. frlam L ny, rLJ, rlant Glty, t-L - OJOW, - t1.4ou s may-1z zuzl mi I ex maUsineS, Inc. Jun dun b 1 t=i:ou zuzl rage 1 ID:193OGW BBpX3j Rl87zeOm7kz5?ad-wA7MGv3cZfR3s6O2taZBOdfx3VipZO6xMNOW YRzBxmR r1=4-q 5-11-1 9-6-9 15-0-0 19=10-0 24-8-0 30-1-7 33-B-15 39-8-0 Al-0-Q 0 Sr11-1, 3-7.9 5-5-7 4-10-0 4-10.0 5-5-7 3-7-9 5.11-1 1-4-0 Scale "= 1:75.1 6.00 F12 5x6 = 3x4 5x6 = = 5 19 6 20 7 5x6 21 .5x6 � .. 4. B m d 2x4 = 2x4 3 9. 17 22 . m 2 1 fi' 15 14 23 24 o 13 12 10 m16 11 0 1 7x8 = 4x8 = 4x8 = Iv1a 4x8 = 7x8 = 4xB 11 4x8 I/ o ST1.5xB STP = ST1.5x8 STP = 5x12 % 3.00 F12 Sx12 8-8-0 15-0-0 24-8-0 31-0-0 39-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 13-15. . >560 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Ho.rz(CT) 0.48 10- n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD 2x6 SP M 26'Except' BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 14-16,12-14: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0=8-0, 10=0-8-0 Max Horz 2=335,(LC 9) Max Uplift 2=-81 O(LC 10), 10=-81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9=-5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15=-1368/2990; 12-13=-2095/4197, 10-12= 2507/4901 WEBS 4-16=-587/1599, 4-15=-1857/965, 5-15=-495/1140, 7-13=-495/1148, 8-13= 1751/965; 8-12=-587/1485, 6-15=-332/201, 6-13=-332/201 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=5.0ps1; h=15ft; 6=45ft; L=40ft; eave=5ft; Cat.. ' I];.Exp C; Encl., GCpi=0.18; MWFRS (directional) and C,C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Inierior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6.0 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers, rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5). This truss has been designed for a 10.0 psf bottom. chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,:with BCD = 10.Opsf. 7) Bearing at joints) 2, 10 considers parallel. to;grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . capacity of bearing surface. Michael S. Magid PE No.53661 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 Ito uplift at MiTek USA, Inc. FL Cert 6634 joint 10. 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® oonneclors. This design is based only upon parameters shown, and is for an Individual building component, riot: 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 AN3117PIt 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 1820 D 3CAR BILK ' 1 T24238720 2t313353 A05 SPECIAL 1 1 Job Reference (optional) 1tiUlloers mrst5ource. (Plant Glty, FL), Plant Uty, FL - 33b6/, U.43U s may 12 2U21 MI I eK mrlustrles, Inc. Sun Jun 6 16:51:31 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-OMhkUF3El<zZwTGzFR14NxrB4pvORlog4al m34tz8xmQ r1-4-q 6-8-0 13-0.0 :19-10-0 26-8-0 33-0.0 39.8-0 At-O-D' 1-4.0 6.8.0 6-4.0 6-10-0 6-10-0 6-4.0 6-8-0 1-4-0 Scale = 1:75.1 ST1.5x8 STP = 6x8 = 3.00 12 5x6 = . 6.00 12 3x4 = ' 5x6 =' 4 17 18 5 19 206 15-7-5 ST1.5xB STP = 6x8 . B-8.0 6-11-5 8-5.6 6-11-5 B-8-0 Plato Offsets (X,Y)-- [2:0-5-9,Edge1, [3:0-3-0,0-3-01, [4:0-3-4,0-2-01, [6:0-3-4,0-2-01; [7:0-3-0,0-3-01, [8:0-5-9,Edge1 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 6.56 11-13 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.89 11-13 >526 180 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 8. n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-SH Weight .190 lb FT = 20% LUMBER- BRACING-: . TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No 2 *Except* 2-14,8-10: 2R4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size)24-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-81O(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7— 4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11=-1444/2714, 8710=-2492/4222 WEBS 3-14=-282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11— 394/275, 6-1 1=-1 42/522, 6-10= 985/1749, 7-10=-292/338 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 Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Inted6r(1) 16-11-10 to 22-8-6, Exted6r(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 n 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, 8 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 810 Ito uplift at joint 2 and 810 lb uplift at joint 8. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 3300 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, 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 p� T Is always required for stability and to prevent collapse:with possible personal injury and property damage. For general guidance regarding the I VI lek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see _ ANSUTPII 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 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK ' ' T2423B721 2813353 A06 SPECIAL 1 1 : Job Reference (optional) .tiullders FIrStSDurce (Plant Guy, I-L), Plant Glty, t-L - 33557, 8.430 s May 12 2021 MI I ek Industries, Inc. Sun Jun 6 16:51:32 2021 Page 1 ID:193QG W BBpX3j R187zeOm7kz5?ad-sZF6hb4s5Hhn5QYR_?bcT2kEtJNY11QDphVdcKz8xmP r1-4-q 5-11-1 11-0.0 17-0-0 22-8-0 28=8-0 33.8.15.' 39-8-0 f11-0:q 5-11-1. 5.0-15 6-0-0 5-8-0 6-0-0 5-0-15 5.11-1 1-4.0 Scale = 1:73.6 5x6 = 4 2x4 11 5x6 = 5x6 = 18 19 . 5 6 20 21 7 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 F12 6x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.94 Vert(LL). 0.68 12-14 >689 240 MT20 244/1.90 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.97 12-14 >481 180 BCLL 0.0 Rep Stress Incr YES WB0.54 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code, FBC2020/TPI2014 Matrix-SH Weight: 209 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.i 'Except` BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 . REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz ,2=-253(LC 8) Max Uplift 2=-810(LC 10), 9=-810(LC 10)' Max Grav 2=1533(LC 1),.9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6= 3991/2571, 6-7=-3994/2572, 7-8= 4455/2724, 8-9=-4675/2926 BOT CHORD 2-15=-2472/4227, 14-15=-1709/3153, 12-14=-2149/4007, 11-12=-1710/3155; 9-11=-2472/4178 WEBS 3-15=-214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=-319/298, 6-12=-376/300, 7-12=-493/1086, 7-11=-699/1408, 8-11� 227/308 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 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2R) . 7.0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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, 9 considers parallel to grain value'using ANSI/fPI 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 810 lb uplift at joint 2 and 810 lb uplift at joint 9. 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 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 io prevent buckling of Individual truss web and/or chord members only. Additional. temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse;with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK T24238722 2813353 A07 SPECIAL 1 1 Job Reference (optional) , Cuuaers rtrsibource.trlani Gny, rLJ, . mam Gny, rL - Jdbb t, .. 6.43U s May 12 2U21 MI I eK Inaustnes, Inc. bun Jun 6 16:bl:34 2U21 rage'1 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-oxMs6H67cuxVKkip6Qd4ZTpct69eVCS W H?.-jhCzBxmN r1-4-q 4-6-5 9-0-0 15-10-8 23.9-8 30-8-0 35-1-11 39-B-0. : 1�1 0� 1-4-0 4-6-5 . 4-5-11 6-10-8 7.10-15 6-10.8 4-5-11 4.6-5 1-4-0 Scale=1:73.6 6.00 12 3x4 i e20 19 m 2 0 T 18 ST1.5xB STP = 2x4 I I 4x6 3.00 F12 5x6 = 3x4 = 4 21 2223 5, 17 16 5x6 = 3x4 5x8 = 5x6 = 6 : 24 25 26 .7 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x4 Z�- m 0 827 N 28 I o 13 12 .9 10 I-1N. 3x4 = 5x6 = 11 .. d 2x4 I I ST1.5x8 STP = 4x6 4-6-5� 8-8.0 12-8-0 12-fa-14 19-10-0 26-0.0 31-0-0 35-1-11 39-8-0. 4-6-5 4-1-11 4-0-0 0- - 44 7-1-2 6-2-0 5-0.0 4-1-11 4-6-5 Plate Offsets (X,Y)-- [2:0-3-14,Edge], [4:0-3-0,0-2-01, [6:0-4-0,0-3-01, [7:0-3-0,0-2-01, [9:0-3-14',Edge] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL. 1.25 BC 0.50 Vert(CT) 0.17 15-16 >943 180 BCLL 0.0 Rep Stress Incr NO . WB 0.57 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. . Structural wood sheathing directly applied or 5-7-10 oc puffins. BOT CHORD :2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 ocbracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9=-326(LC 10), 16_ 675(LC 10), 13= 703(LC 10) Max Grav All reactions 250 lb or less at joints) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 917/450, 3-4=-338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9= 1055/524 BOT CHORD 2-18=-251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15=-391/248, 12-13=0/331, 11-12=-323/894, 9r11=-317/890 WEBS 3-17=-553/413, 4-17=-39/401, 4-16=-951/598, 5-16=-787/686-1 5-15=-513/208, 6-15=-487/295, 7-12— 58/372, 8-12=-542/404, 6-13=-766/671, 7-13=-961/665 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 Extenor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-076, Extedor(2R) 5-0-6 to 12-11-10, Intedor(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Intedor(1) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS fpr reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Building Designer / Project engineer responsible for verifying applied roof live Joad shown covers rain loading requirements specific 9 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, 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 312 lb uplift at joint 2, 326 lb uplift at " joint 9, 675 lb uplift at joint 16: and 703 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back; (B). Michael S. Magid PE No.53681 MiTek USA; Inc. FL Celt 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. 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component. Safe tyInformation 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 1820 D 3CAR BLK r ` T24238722 2813853 A07 SPECIAL 1 1 Job Reference (optional) UllaerS tlrstbource (mant Ldty, t-L), mant Gny, f t_ - 36bbf, t3.431.1 S may 12 2UZ1 Mf I eK In urines, Inc. SUn Jun b 1 b:b1:34 2u21 t-age 2 ID:193QG W.BBpX3j RI87zeOm7kz5?ad-oxMs6H67cuxVKkip6Qd4ZTpct69eVCS W H?JhCzBxmN LOAD'CASE(S) Standard Except- 1) Dead + Roof Live (balanced): Lumber Increase=1.25,.Plate Increase=1.25 Uniform Loads (plf) V.ert:.1-4- 54, 4-7=-54, 7-10- 54, 2-17= 20, 12-17= 20, 9-12=-20.. 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1:.Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70; 27-28=47, 9-28=59, 9-10=105, 2-17= 10, 16-17=710, 13-16=20(F=30), 12-13- 10, 9-12=-10 Horz: 1-2=-113, 2-19- 67, 19-20=-56, 4-20=-7817-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead +0:6 C-C Wind (Neg. Intemal) Case 1::, Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7=9=-41, 9-10=3, 2-17=-20, 16=17=-20, 13-16=1O(F=30), 12-13=-201 9-12=-20.. Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber: Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17= 10, 16-17=-10, 13-16=20(F=30), 12-13=-10„9-12=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 .7). Dead +0.6 MWFRS Wind (PPS., Internal) Right: Lumber Increase=1.60, Plate Increase=1,60. Uniform Loads (plo Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=:10, 16.17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz:.1-2= 29, 2-4=-39, 7-9=22, 9710=50 8) Dead +0.6 MWFRS Wind (Neg. Internal)'Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12= 20 . Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36; 9-10=-26, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 . . 10) Dead + 0.6 MW FRS Wind (Pos. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 24=45, 4-7=45, 7-9=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 12=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10_ Horz: 1-2=-53, 2-4= 25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plo Vert: 1-2=-5, 2-4=-16, 4-7= 16, 7-9- 16, 9-10=-5, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: .1-2= 5, 2-4=-16, 4-7=-16,.7.9=-16, 9-10=-5, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60; Plate Increase=1.60 - Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10- 22, 2-17= 20, 16-17=-20, 13-1 6=61 (F=81), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 . 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-22, 2-4=-30; 4-7=-45, 7-9=-61, 9-10=-53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12- 20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4= 45, 4-7=-45, 7-9=-45, 9-10= 37, 2-17=-20, 16--17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): ,Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=45, 9-10=-37, 2-17= 20,,16-17=-20, 13-16=61(F=81), 12-13= 20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 .:0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, DSBL89 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 1820 D 3CAR BLK ' T24238723 2813353 A08 SPECIAL 1 1: Job Reference (optional) , uuaers mrsibource tt-iani Gny, t-L), tlani Gny, 1-L - JJbs/, - 6.43U S May 12 ZU21 Mi I eK Inaustnes, Inc. bun Jun 6 16:51:35 2021 Page "1 I D:193QG W BBpX3j R187zeOm7kz5?ad-G7wFKd61 NC3MyuGOg89J5hMmNW OzEZpgVfkHDez8xmM r1.4-q 7-0-0 12-3-1 16-0-8 . 19-10.0 22-5-14 . '26.3-5 ' 32-8.0 39-B-0 41.0-Q 1-4-0 7-0-0 5-3-1 3-9.8 3.9-8 2-7-14 3-9-8 6-4-11 7-0.0 1-4-0 •. Scale = 1:73.6 5x6 = 3x8 = 3x4 — 6.00 12 3 18 19 4 2021 22 5 23 2x4 11 5x6 = 5x12 = 5x6 = 24 6 25 7 26 827 28 29 9 10 11 ST1.5x8 STP = 3x6 3x8 ST1.Sx8 STP = % = 5x6 zz 3.00 12 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7-1-8 12=3-1 12r6 0-19-10.0 26-2-0 R -5 32-6-8 . 39-8-0 7-1-8 5-1-9 0-3-'15 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-1OiEdge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], 112:0-8-0,0-0-8]; [13:0-3-8,0-3-0], riR-n-q-A n-q-n1 rl7-n-s-A n-n-n1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.86 Vert(LL) 0.2414-16 >709 240 MT20 244/190 BC 0.87 Vert(CT) -0.2714-16 >635 180 WB 0.94 Horz(CT) 0.07 10 n(a n/a Matrix-SH Weight: 179 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood.sheathing.directly applied or 3-2-6 cc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-7 cc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12. WEBS 2x4 SP No.3 q . WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/341, 3-4=-933/356, 4-5=-632/1043, 5-6=-775/1231, 6-7=-775/1231, 7-8=-706/1076, 8-9— 1294/649,:9-10=-1549/671 BOT CHORD 2-17=-205/984, 16-1.7=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13= 1077/936, 10-12=455/1346. WEBS 3-17— 147/318, 4-16=-1312/942, 5-16=-1420/1451, 5-14=-610/696, 6-14=-420/437, 7-14= 761l737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12=-1408/2480 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); 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) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI(fPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. $), Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 4461b uplift at joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 13: 9) Load case(s) 4, 5, 6, 7, 8, 9; 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must, review loads to Verify that they are correct for the intended use of this truss. N 9 n 1a O Michael S. Magid PE No.53681 MiTek USA, Inc. FL Celt 6634 6904.Parke East Blvd. Tampa Fl: 3381.0 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 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 ANSIMP11 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 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK, r .. ' T24238723 2813353 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, . 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:51:36 2021 Page 2 ID:193QGW BBpX3jRI87zeOm7kz5lad-kKUdXz7NBVBDa1 rCDrgYeuvx7wkCz02pkJTgl5z8)anL NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 Ib up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111. lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down.and 197 lb up at 30-7-4, and 175 lb down and 356 lb up: at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1.1) 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, 3.9= 54, 9-11=-54, 2-17=-20, 12-17=-20, 10-12=-20 Concentrated Loads (lb) Vert:3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(8)18=-111(B) 19=-111(B) 20=-111(B) 22= 111(B) 23=-111(B) 24=-111(B) 25=-111(B) 26=-11l(B) 27=-111(B) 28=-111(B) 29= 111(B) 30=-46(B) 31=46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) . 4), Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50, 2-3= 22, 9-10=39, 10-11=29 Drag: 3-4=-O, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=156(B) 28=156(B) 29=165(B) 30= 23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35= 23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39= 23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42; 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Drag: 3-19= 0, 4-19=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=156(B),20=156(B) 22=156(B) 23=156(B) 24=156(B) 25=156(B) 26=156(B) 27=136(B)28=136(B)29=136(B)30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B)34=-23(B)35= 23(B) 36=-23(B)37=-23(B)38= 23(B)39=-23(B)40=-23(B) 6) Dead + 0:6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60; Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 2-17=-20, 16-17=-20, 13,-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20-197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34- 13(B) 35=-13(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B) 40=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12= 20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-1:1=-12 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17= 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Drag: 3-4=-0; 879=0 Concentrated Loads (lb) ,Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B)25=136(B)26=136(B)27=136(B)28=136(B)29=136(B)30= 23(B) 31=-23(B)'32=-23(B)33=-23(B)34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17= 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12� 10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B).19=165(B) 20=165(B) 22=165(B) 23=165(8) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=43(B) 32= 23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B),39= 23(B)40=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 2-17=-20, 16-1.7=-20, 13-16=39(F=59), 12-13=-20, 10-12- 20 Horz: 1-2= 9, 2-3=2, 9=10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B)_15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 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 M1Tek® connectors. This design is based only upon parameters shown, and is fbc an individual building component, not a truss system. Before use, the building designer must verity 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 . ANS!?P11 Quality Criteria, DSB-89 and BCS/ Building Component. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL'36610 Job Truss Truss Type Qty . _ Ply 1820 D 3CAR_ BLK . T24238723 2813353 A08 SPECIAL, 1 1 Job Reference (optional) S �wiuvm -ay, r'/, nanl 1.1y, rL - OODor, 0.4du 5 May le ZUZ I Iwl I eK InousIDes, Inc. Aun Jun to 1 b:01:db ZUZI rage s I D:193QGW BBpX3j RI87zeOm7kz5?ad-kKUdXz7N8VBDa1 rCDrgYeuvx7wkCi02pkJTg15z8)anL LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-2=-5,2-3=-16,3-9=-16,9-10- 16,10-11=-5,2-17=-20,16-17= 20,13-16=39(F=59),12-13=-20,10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32- 13(B) 33=-13(B) 34=-13(B) 35- 13(B) 36==13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2= 53, 2-3=-61, 3-9= 45, 9-10= 30, 10-11=-22, 2-17= 20; 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B)28=145(1]1)29=145(B)30=-13(B) 31=-13(B)32- 13(B)33= 13(B)34=-13(B) 35=-13(B)36=-13(B) 37=-13(B) 38=-13(B) 39_ 13(B)40- 13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-1 1=-53, 2-17=-20,16-17=-20,13-16=24(F=44), 12-13=-20,10-12=-20 10-12=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=713(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st.Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2- 37, 2-3= 45; 3-9=-45, 9-10=-45, 10-11=-37, 2-17- 20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2= 7, 2-3=1, 9-10- 1, 10-11=7 Concentrated Loads (lb) Vert: 3= 5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=43(13) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40= 13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17=-20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=146(B)'22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B)28=145(B)29=145(B)30- 13(B)31=713(B)32=-13(B)33=-13(B)34=-13(B) 35=-13(B)36= 13(B)37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) A 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 propery incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 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 1820 D 3CAR ELK r T24238724 2813353 A09 SPECIAL 1 1 Job Reference (optional) puilders FirstSource, (plant city, FL), Plant ctty, I-L - 33567, 8.430 s May'12 2021 Mil ek Industries, Inc. Sun Jun 6 16:51:37 2021 Page 1 I D:193QGW BBpX3j Rl87zeOm7kz5?ad-D W 2?kJB?vpJ4BBQOnZBnA6R6GK3Vi W 6zzzDOlXz8xmK r1-4-q 6-8-0 13-0-0 19-10-0 21-0-0 23-10-0 , 26-8-0 31-0-0 33.0-0 ,' 39-8.0 �1t-0-Q 1.4-0 6.8-0 6-4-0 6-10-0 2- 2-10.0 2-10.0 4-4-0 2-0-0 N. I' Scale = 1:76.6 n nn Fi—, 5x6 = 3x6 = 5x6 - 7 7x8 N ST1.5xB STP = . ST1.5x8 STP = 6x8 3.00 12 6x8 8-8-0 15-7-5 24-0-11 26-8-0 37-0-0 39.8-0 8202 6-11-5 8-5-6 2-7-5 4-4.0 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [3:0-3-0,0-3-0], [4:0-3-8,0-2-0], [7:0-3-0,Edge], [8:0-3-8,0-0-0], [10:0-3-0,0-3-0], [11:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI... DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 15-17 >848 240 MT20 244/100 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.90 15-17 >521 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 11 . n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight, 207 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-810(LC 10), 11=-810(LC 10) Max Grav 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. . TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5— 2921/1929, 5-6= 2908/1848, 6-8=-2747/1725, 8-9=-3092/1920, 9-10— 4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403, 17-18=-1451/2727, 15-17=-1651/3095; 14-15=-1331/2738, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18= 279/338, 4-18=-989/1877, 4-17=-98/473, 5717=-332/223, 5-15=-422/342, 8-15=-195/501, 8-14— 352/676, 9-14=-1317/724, 9-13=-564/1195 . 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 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exteri6r(2R).21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interjor(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 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. 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 810 lb uplift at joint 2 and 810 lb uplift at . joint 11. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Michael S. Magid PE 146.53661 MiTek USA, Inc. FL Cert 6634 6904 Pafke East Blvd. Tampa Fl, 336.10 Date: : June 8,2021 WARNING -Verify designparametersand 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 propedyincorporate 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, DSB49 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 1820 D 3CAR BLK ` r T24238725 2813353 A10S SPECIAL 1 1 Job Reference (optional) ,,�unun15 r11510U1Lrcd tnant t..uy, ry, rlant Ugly, rt-- 0000 r, bAJU s May IZ ZUZ7 MI I eK mauslnes, Inc. Sun Jun b 1b:01:J6 ZUZI vagel ID:193QGW BBpX3jR187zeOm7kz57ad-hicNye9dg7RxpL7bLGiOjJ_GdjPHROv6BdyxgzzBxmJ 1-4-0 5-11-1 11-0-0 16-10-1 19-0.0 22-9-15 2 -61 28-B-0 31.0-0 33-8-i5 39-8-0 1-4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9.15 -0-t9 4-10-0 2-4-0-11.1 - 6xB = . 2x4 II 5x6 i 4 5 25 6.00 F12 22 23 6 2x4�21 3 7x8 �20 2 19 18 co 1 8x10 = 4x8 = 17 0 5x8 = ST1.5x8 STP = 6x8 3.0012 " 5x6 = 8 10x12 7 26 44 11 2x4 I I 2x4 - 12 24 16 15 14 4x4 = 4x4 = 7x8 = 31-0-0 8-8-0 16-10-i t 22-9-5 28-8-0 28- 12 39-8-0 8-8-0 B-2.11 5-10.11 5-10.11 0. 12 8-8-0 2-24 1 f2:0-5-9,Edoel. f4:0-4-0.0-1-151. 17:0-4-0.0-4-81. f10:0-2-4.Edael. 113:0-5-9.Edoel. rl9:0-5-0.0-3-91 13 ST1.5x8 STP 6xB Zz Scale = 1:76.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.61 16-18 >765 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.86 16-18 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 246 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-13 oc bracing. 2-19,13-14: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4SPNo.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 2=0-8-0 Max Horz 2=345(LC 9) Max Uplift 13=-684(LC 10), 2= 812(LC 10) Max Grav 13=1441(LC 1), 2=1535(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4685/3102, 3-4_ 4489/2926, 4-5=-4129/2830, 5-6=-4128/2829, 6-7=-3612/2512, 7-9=-3243/2255, 9-10=-3247/2258, 10-11=-3594/2387, 11-12= 4513/2860, 12-13=-4681/3005, 6-8=-622/460, 8-10=-630/466 BOT CHORD 2-19=-2730/4335, 18-19=-1959/3204, 16-18=-2254/3770, 15-16=-1815/3174, 14-15=-2280/3943, 13-14=-2609/4198 WEBS 3-19— 174/271, 4-19=-764/1476, 4-18=-624/1082, 5-18=-577/518, 7-18=-281/569, 7-16=-333/327, 8-9=-71/281, 10-15=-496/944, 10-16— 504/824, 11-14==575/1033, 11-15=-1056/643 ' NOTES-. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=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 2-7-10, Interior(l) 2-7-10 to 7-0-6, Exteri6r(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Extenor(2R) 19-10.6 to 27-9-10, Interior(1) 27-9-10 to 35-4-6, Extedor(2E) 35-4-6 to 39-4-0 zone;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 pondind. 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) Bearing at joint(s) 13, 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'684 Ib uplift at joint 13 and 812 Ib uplift atjoint.2. 9) Graphical purlin representation does not depict'the size or the orientation of the purlin along the top and/or bottom chord. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 . 6904Paike East Blvd. Tampa FL 33610 Date: June 8,2021 . A 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 vedfy 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 . ANSNTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe tyInformation available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK T24238726 2813353 A11 S ROOF SPECIAL 1 1 Job Reference o tional ,ounuers nrstaouroe tnant uny, rL/, riant t.tty, rL - JJabr, a.4JU s may 12 4u21 mi I eK In0U5trles, Inc. bun Jun 6 16:b1:39 2Uz1 Page 1 I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-9vA19_AFRQZoRVanvzDFFXXQi712ANCFQHiUMQz8xml r1-4-0 6-3-0 9-0-0 17.0-0 20-1-8 23-10.0 31-6-0 39.8-0 1-4-0 6.3.0 2-9-0 8-0.0 3-1-8 3-8-B 7-8-0 8-2-0 i Scale = 1:71.9 5x6 = 7 ST1.5x8 STP = - 13 12 "" '' "' "' 3x6 = 5x6 % 4x6 = 3x6 3.00 F12 6x8 = 29-6.4 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) -0.26 10-12 >879 240. TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.42 2-16 >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 Code FBC2020ffP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 WEBS 2x4SPNo.3 WEBS REACTIONS_. (size) 2=0-8-0, 12=0-4-0, 9=Mechanical Max Horz 2=343(LC 9) Max Uplift 2=-502(LC 10), 12=-637(LC 10), 9= 362(LC 10) Max Grav 2=915(LC 15). 12=1781(LC 15), 9=919(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces'250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1421, 3-4==l988/1253, 4-5=-1267/858, 5-6= 234/289, 6-7= 193/351, 7-8=-1230f763, 8-9=-1359f720 BOT CHORD 2-16=-1212/2280, 15-16=-861/1812, 14-15=-459/748, 12-14=-1004/701, 9-10=-507/1139 WEBS 3-16=-273/281, 4-16=-346/880, 4-15=-498/322, 5-15=-151f778, 5-14=-1037/793, 7-12=-684/295, 7-10=-492/1140, 8-10 526/519 PLATES GRIP MT20 244/190 Weight: 196 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 3-3-0 oc bracing: 12-14 1 Row at midpt 7-12 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 Ezterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Intedbr(1) 12-11-10 to 19-10-6, Extedoe(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 35-6-10, Exterior(2E) 35-6-10 to 39-6-4 zone;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 jive load shown covers rain loading requirements specific . to the use of this truss component 4) Provide adequate drainage to prevent water pondirig. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) 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. . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 637 lb uplift at joint 12 and 362 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33e1.0 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, and is for an individual building component, not �' - a truss system. Before use, the building designer must verify the applicability of design parameters and properiy'incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing' MOW: - is always required for stability and to prevent collapse:with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . , ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK ' T24238727 2813353 A249 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) pursuers nrsiaource triarn Lity, ru/, riani %lily, rt-- 0a001, m4JU s may 1 e euei mi I eK Inausmes, Inc. Sun Jun t5 1 b:bl :41 zu21 rage 1 3bYnXO16Sf6ghjjz4cnz-5HH W agBW z2pVgpkAOOFjLycpSxU4eL5YubBbRlz8xmG '1-4.0' 7-0-0 2-2-2 3-5-14 2-4-0 2-1-13 ' 2-11-11 ' 3.8-8 7-1-8 4-4.9 4-3-14 Scale = 1:71.9 5x6 = 9 4x4 I 8 5x8 = 3x6 i 5x6 3x4 = 3x4 II 5x6 = 7 10 6.00 12 3 4 5 26 2x4 24FM 25 11 W 20 14 6 18 12 o 0 mcm 2 23 22 21 27 19 7x10 — N I 1 0 &B = 4x8 = .3x4 II 4x4 = Io ST1.5xB STP = Bx12 = 1716 28 29 15 14 13 3x6:= 5x6 3x4 = 3x6 = 3x6 = 3xB \\ 3.00 12 - 6x8 7-1-8 9.10.0 ,11-8-0, 15-9.4 20-1-8 20-2-0 26-7-2 33-7-10 39AD 7-1.8 ' 2-8-8 ' 1-10-0 ' 4-1-4 4-4-4 0- -8 6-5-2 7-0-8 6-0.6 Plate Offsets (X,Y)-- [2:0-1-15;1-2-131, [2:0-5-6,Edge1, [3:0-6-0,0-2-81, [10:0-3-0,0-3-01, [20:0-3-0,0-4-01, [23:0-4-0,0-1-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .0.82 Vert(LL) 0.22 22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.33 2-23 >738 180 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.04 ..16, n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix-SH Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. Except: BOT CHORD 2x4 SP No.2'Except 6-0-0 oc bracing: 16-18 2-23: 2x4 SP No.1, 5-21: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 9-16 18-20,8-16: 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP N0.3 REACTIONS. (size) 2=0-8-0, 16=0-4-0, 12=Mechanical : - Max Horz 2=343(LC 7) Max Uplift 2= 653(LC 8), 16=-1001(LC 8), 12= 261(LC 8) Max Grav 2=1105(LC 17), 16=2277(LC 2), 12=844(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3071/1506, 3-4=-2618/1415, 4-5=-2511/1392, 5-6=-2808/1538, 6-7=-660/465, 7-8=-345/1010, 8-9= 20/2 52/746, 9-10=-6228, 10-11=-1319/417, 11-12=-1430/434 BOT CHORD 2-23=-1258/2715, 22-23=-1233/2690, 21-22= 693/1402, 5-20=-253/253, 19-20=-542/1140,.. 16-18= 1089/660, 8-18=-342/263, 15-16=-273/233, 13-15=-161/862, 12-13=-319/1222 WEBS 3-23=-369/1116, 20-22=-547/1243, 6-20=-869/1842, 6-19=-1253/738, 7-19= 619/1332, 7-18=-967/562, 9-16=-1201/425, io-15=-677/431, 10-13=-89/461, 9-15=-265/798 NOTES- Continued on page 2 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 2, 1001 lb uplift at joint 16 and 261 lb uplift at joint 12. 10) Hanger(s) or other. connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down. and 182 Ib up at 7-0-0, and 153 lb down and 182 lb up at 9-0-12, and 153 lb down and 182 lb up at 11-0-12 on top chord, and 323 lb down and 122. lb up at '7-1-8, and 84 lb down at 9-0-12, and 84 lb down at 11-0-12 on bottom chord. The design/selectibn of such connection 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 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 M ITek' is always required for stability and to prevent collapse;with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYrPII Quality Criteria, DSB-89 and BCSI Building Component .. Satiety 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 City � Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 2021 MiTek Industries, Inc. Sun Jun 6 16:51:41 2021 Page 2 I D:3xt7Yd6RbYnX016Sf6ghjjz4cnz-5HH W agBW z2pVgpkA00Fj LycpSxU4eL5YubBbRlzBxmG NOTES- 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front,(F) or back (B). 'LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-12=-54, 2-23=-20, 21-23=-20, 18-20=-20, 16-17=-20, 12-16=-20 Concentrated Loads (lb) Vert: 3=-113(B) 23=-323(6) 22=-62(B) 4=-113(B) 25=-113(B) 27=-62(B) Ply 1820 D 3CAR BLK T24238727 2813353 A24S ROOF SPECIAL GIRDER 1 1 Job Reference (optional) ' WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and Is toi an Individual building componerit, 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 NOW 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 . ANS117P/1 Quality Criteria, OSB-89 and SCSI Building Component .. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 263 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR ELK ' T24238728 2813353 B01AS ROOF SPECIAL 2 1 Job Reference (optional) �nuneers rtrstsource Imam Lacy, t-Li, riani Laiy, rL - aaoo/, t5.40u s May 1Z Zuci MI I eK mousines, Inc. oun ,run a 10:51:4z Zuz1 rage 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-ZUruoOC8kLxMlyJMa6nyt991 VUtNkVi6Fw8zkz8xmF 1-4-0, 5-7.8 8-6.0 11.10.0 19.6-0 27-8-0 0 5.7-8 2-10-8 3-4-0 7-8-0 B-2-0 4x6 = 6 IV 11 6x8 4X4 = = ST1.5x8 STP = 6x8 = Scale = 1:56.8 1-0.0' 6-10-0 0-2-0 9.6-5 10-1-11 Plate Offsets (X,Y)-- [2:0-1-2,0-1-81, [7:0-4-0,0-3-01, [9:04-O,Edge1, [10:0-3-8,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc)Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 6.36 2-12 >314 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.99 Vert(CT) -0.42 9-10 >560 180 BCLL 0.0 ' Rep Stress Incr YES WB' 0.95 Horz(CT) -0.02 10, n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight; 143 lb FT = 20% LUMBER- BRACING- . . TOP CHORD 2x4 SP No.1 TOP CHORD. Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-1 oc bracing. Except: 2-12: 2x4 SP No..2, 5-10: 2x4 SP No.3 : 2-2-0 oc. bracing: 10-12 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 SLIDER Left 2x6 SP No.2 - 2-9-3 REACTIONS. (size) 2=0-4-0, 10=0-8-0, 8=Mechanical Max Horz 2=306(LC 9) Max Uplift 2= 465(LC 10), 10=-537(LC 10), 8=-371(LC 10) Max Grav 2=417(LC 21), 10=1096(LC 2),' 8=970(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-452/355, 4-5=-327/261, 5-6=-301/332, 6-7=-1346/7.93, 778=-1472/746 BOT CHORD 2-12=-134/289, 10-12=-409/774, 9-10=-4/347, 8-9= 530/1240 WEBS 6-10=-606/331,6-9=-507/1139, 7-9=-528/537, 4-12=-264/403 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-G Extedor(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-10-6, Exted6r(2R) 7-10-6 to 15-9-10, Intedoe(1) 15-9-10 to 23-6-10, Exterior(2E) 23-6-10 to 27-6-4 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 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 psi 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) Provide mechanical connection (by others) of truss to bearing plate' capable of withstanding 465 lb uplift at joint 2, 537 lb uplift at joint 10 and 371 lb uplift at joint B. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6604: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 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 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 �� /A� is always required for stability and to prevent collapse:with possible personal injury and property damage. For general guidance regarding the 'y,�Tek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUlP11 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 aTruss Truss Type City Ply 1820 D 3CAR BLK T24238729 2813353 B01 BS 'ROOF SPECIAL 1 1 Jab Reference (optional) pulloers rusiaource trlanl uny, rLJ, rlam -ny, rL - JJOO/, o ou s Mal GG 4U 1 IYII I uK uluusuros, Illc. I uu Jul] o Io o:Io cuc, ray' I - ID:193QGW BBpX3jR187zeOm7kz5?ad-9UQ17LV?eytX6bkZkuZ4Hf_uxBHZoKUOCGciW?z8QZO -1 -4-0 5-7-12 8-6-0 11-10-0 19-6-0 I 27-8-0 �0 5-7.12 2-10-4 I 3-4-0 7-8-0 8-2-0 m 0 1 46 = 5 10 U 1- 18 Sx8 = 4x4' _ 6x8 = 8-2-0 5-7-12 1 7-10-0 811TO 17-6-5 27 8-0 5-7-12 12-2-4 0 3 9-4-5 10-1-11 E Scale=1:53.3 0 cu 0 I� 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0, Plate Grip.DOL 1.25 TIC 0.76 Vert(LL) -0.23 8-9 >986 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.45 7-8 >516 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Hora(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing: directly applied or 4-3-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. Except: WEBS 2x4 SP No.3'ExcepV 6-0-0 oc bracing: 9-11 4-9: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-9, 5-8 REACTIONS. (size) 9=0-4-0, 7=Mechanical Max Horz 9=-407(LC 8) Max Uplift 9=-1220(LC 10),.7=-165(LC 10) Max Grav 9=1717(LC 18), 7=742(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD.. 2-13=-1182/561, 3-13=-1.175/636, 3-4=-1558/839, 4-5=-873/579, 5-14=-755/214, 6-14=-845/199, 6-15=-907/169, 7-15=-970/152, 9-11=-612/1116, 4-11= 316/397 BOT CHORD 2-16=-501/1195, 12-16=-501/1195, 11-12=-501/1195, 9-17=-197/762, 17-18=-197/762, 8-18=-197/762, 7-8=-37/795 WEBS 5-9=-1119/1187, 5-8=-552/1135, 6-8=-537/536, 3-11=-393/783, 3-12— 390/173 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 Extedor(2E) -1-4-0 to 2-7-1,0, Interior(1) 2-7-10 to 11-10-0; Extedor(2E) 11-10-0 to 15-9-10, Interior(1) 15-9-10 to 23-6-10, Extedor(2E) 23-6-10 to 27-6-4 zone; cantilever left exposed ; end vertical 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 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 1220 lb uplift at.joint 9 and 165 lb uplift at joint 7. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904:Paike East Blvd. Tampa FL 33610 Date: June 812021 ® WARNING -Verify designparametersand 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 verity 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe tyInformation available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 D 3CAR ELK T24238730 2813353 B01 S COMMON 1 1 Jab Reference (optional) a �Duuut:rs rubtauurt:e, trldin'lily, rt_l, runt'lrty, rL - oobb/, b.4ou a May IZ ZUZ I MI I eK inuusines, Inc. Jun Jun b 1b:b1:44 ZUZI rage 1 ID:193QG W BBpX3j R187zeOm7kz5?ad-VszeCiDOGzB4XGSkhXpQyaEN?BV W rfs?aZPF2dz8xmD 1-4-0 , 8-6-0 11-10-0 19-6-0 27-8-0 1-4-0 ' 8-6.0 3.4-0 7-8.0 6-2.0 4x6 = Scale = 1:56.0 4 ST1.5xBSTP= - 7x10 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.37 2-9 >255 240 MT20 244/1 go TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.31 2-9 >298 180 BCLL 0.0 Rep Stress ]nor YES WB 0.89 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code_ FBC2020ITP12014 Matrix-SH Weight. 143 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. 2-9: 2x4 SP M 31, 3-8: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 8=0-6-0, 6=Mechanical Max Horz 2=31 O(LC 9) Max Uplift 2=-35B(LC 10), 8=-689(LC 10), 6=-328(LC 10) Max Grav 2=316(LC 19), 8=1144(LC 1), 6=736(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-36/250, 4-5=-930/677, 5-6=-1075/650 BOT CHORD 8-9=-1068/1221, 3-9— 422/481, 6-7=-445/885 WEBS 4-9— 740/411,4-7=-481/841,5-7=-526/54a, 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; ExC; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-6-10, Exterior(2E) 23-6-10 to 27-6-4 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 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 otherJiveloads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 lb uplift at joint 2, 689 lb uplift at joint 8 and 328 lb uplift at joint 6. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 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 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 ANSIITP11 Quality Criferia, DSB•89 and BCSI Building Component .. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 263 Waldorf, MD 20601 Tampa, FL'36610 Job Truss Truss Type Qty Ply 1820 D 3CAR. BLK ` T24238731 2813353 B11S GABLE 1 1 Job Reference (optional) a .Duiiuuis rlrstbuurce trlarn uny, rLf, rant Ulty, rL - 00301, 0.4JU s May lie ZUZ I MI I ex Inausines, Inc. bun Jun b l b:oi:4[i ZUzi rage l ID:193QG W BBpX3j R187zeOm7kz5?ad-SF5PdOFfoaSomac7pxru2?Jeiy8hJTj H i tuM6 W zBxmB 1-4.0 8-6.0 10-4.0 11-10.013-4-0 19-6-0 27-8-0 1-4-0 8-6.0 1-10.0 1.6-0 1.6-0 6-2-0 8-2-0 3x4 = Scale = 1:59.5 3x8 i 3x10 8 9 10 6.00 12 44 11 2x4 I 7 1 11 3x4 i 2x4 II 279 x4 II 2x4 11 6 4 11 g.t 4 1 12 5x6 6 13 7x10-364 5 3007 co 3 30 29 32 _ 26 ° w 2 _ y11 T 038 39 40 412x4 I 2 1x4 = 5x12 i 2x4 11 8xl2 11 ° 23 22 21 20 19 18 24 ST1.5x8 STP— 2x4 II 2x4 II 2x4 II 6x8 = 2x4 11 2x4 11 10.4.0 , 13-4.0 33 17, 2x4 II 5x8 = 37 . 3x6 14 3x6 199 d 4x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.91 Vert(LL) 0.27 17-18 >869 240. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.44 15-16 >530 180 BCLL 0.0 Rep Stress Incr NO W B 0.80 Horz(CT) ' 0.10 15 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-SH Weight:221 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. 13-15: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.2 'Except* 5-10-5 oc bracing: 2-25 2-25,7-23: 2x6 SP No.2 6-8-6 oc bracing: 15-16. WEBS 2x4 SP No.3 6-0-0 oc bracing: 23-25 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 8-23 JOINTS 1 Brace at Jt(s): 26, 29, 30, 32, 34, 35 REACTIONS. (size) 2=0-3-8, 23=0-8-0, 15=Mechanical Max Horz 2=294(LC 9) Max Uplift 2=-548(LC 10), 23=-464(LC 10), 15=-393(LC 10) Max Grav 2=552(LC 1), 23=809(LC 1), 15=846(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1039/1293, 3-5=-598/328, 5-6= 565/354, 6-7=-535/365, 7-8= 317/431, 10-11=-1229/945, 11-12— 1201/878, 12-13=-'1245/865, 13-15=-1379/861 . BOT CHORD 2-25=-1111/970, 23-25=-282/655, 25-28=-172/258, 7-28=-144/259, 22-23=-151/465, 21-22=-151/465, 20-21=-151/464, 19-20=-151/464, 18-19 151/465, 17-18=-151/465, 16-17=-151/465, 15-16=-647/1176 WEBS. 16-33= 478/451, 13-33=498/442, 21-34=-289/506, 8-34=t268/493, 19-35=-344/219, 10-35=-357/239, 8-10= 623/598, 23-27=-857/414, 8-27=-926/461, 10-31=-645/1100, 31-32=-571/934, 16-32= 548/934, 3-30==665/1047, 29-30= 666/1049, 28-29=-666/1049 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=4.20sf; BCDL=5.Opsf; h=15ft; 6=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-10-0, Interior(1) 15=10-0 to 23-4-6, Exterior(2E) 23-4-6 to 27-4-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer/ Project engineer responsible for verifying applied roof five 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 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical, connection (by others) of truss to bearing plate capable of withstanding 548 lb uplift at joint 2, 464 lb uplift at joint 23 and 393 lb uplift at joint 15. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 336.10 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 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 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 M ITeiC• 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 Oty Ply 1820 D 3CAR BLK ' T24238731 2813353 B11 S GABLE 1 1 Job Reference (optional) ,Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:51:46 2621 Page I D:193OG W BBpX3j R187zeOm7kz5?ad-SF5PdOFfoaSomac7pxru2?Jeiy8hJZj Hl tuM6 W zBxmB NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 23 Ib up at 1-0-0, 10 lb down and 21 lb up at 3-0-0, and 10 lb down and 21 lb up at 5-0-0, and 10 lb down and 21 Ib up at 7-0-0 on bottom chord. The design/selection of such connection devices) 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: 1-9=-54, 9-15=-54, 2-25=-20, 23-24=120, 15-23=-20 Concentrated Loads (lb) Vert: 38= 10(F) 40— 9(F) 41=-9(F) 42=-9(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing , p q !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 1820 D 3CAR BLK T24238732 2813353 C1 JACK 4 1 Job Reference (optional) .builders FirstSource. (Plant tarty, FL), Plant tarty, FL - 33567, 8.430 S May'12 2021 mi I eK Industries, Inc. Sun Jun 6 16:51:46 2021 Page 1 I D:9xt?Yd6RbYnXO16Sf6ghjjz4cnz-SFSPdOFfoaSomac7pxru2?Jp7yM5JIHH1 tuM6 W z8xmB -1-4-0 0-11-4 1-4.0 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO . 0.25 Vert(LL) -0.00 2 >999 240 MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3, n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P 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 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=78(LC 10) Max Uplift 3=-38(LC 1), 2=-213(LC 10) Max Grav 3=75(LC 10), 2=169(LC 1), 4=17(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 Exterior(2E) zone;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 38 lb uplift at joint 3 and 213 lb uplift at joint 2. ... Michael S. Magid PE WM681 MiTek USA, Inc. FL Cent 6634 6604 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 MiTek' ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see . ANSM11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR. BILK: ' T2423B733 2813353 C1 V SPECIAL 6 1. Job Reference (optional) .Buiiaers mrstboufce (plant cny, FL), plant Gtty, f-L - 33567, 8 B.43U s May 12 2021 MI I eK Industries, Inc. Sun ,tun 5 16:51:47 2021 rage 1 I D:193QG W BBpX3j RI87zeOm7kz57ad-wRfnd GHYtiafOkBJNfM7aDsz9Mi K2CXRGW eveyzBxmA 0-11-4 0 aP 0 1 n 1. 9 0 Scale = 1:7.6 I Plate Offsets (X,Y)-- [2:0-3-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 . 3 rt/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P 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 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-38(LC 1), 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(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; 13=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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'verifyjng 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 jive 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 ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Michael S. Magid PE N6.53681 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33810 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 propedylncorporate 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 iVliTek' Is always required for stability and to prevent collapse.with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Safety Informal ion 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 1820 D 3CAR BLK T24238734 2813353 C3 JACK 4 1 Job Reference (optional) .ouuuerb rubt0uurun. tnarn t.uy, rLl, rmnt Miry, rL - 00001, b.40U a may t2 2u2 i mi I eK Inousrnes, Inc. Jun dun b l b:bl:4b ZU21 rage l I D:3xt?Yd6RbYnXO16Sf6ghjiz4cnz-OeC923GvJBi W Otm W wMtM7QO6EIOZnfnaVANTBOz8xm9 -1-4-0 2-11-4 ST1.5x8STP= ' 2-11-4 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Lid PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 2-4 >999 240. MT20 244/190 TCDL 7.0 Lumber DOL, 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(CT) -0.00 3 . n/a n/a BCDL 10.0 Code. FBC2020frP12014 Matrix-P 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 SIP 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=131(LC 10) Max Uplift 3=-42(LC 7), 2=-191(LC 10) Max Grav 3=55(LC 15), 2=214(LC 1), 4=51(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;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 psfbottom 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 42 lb uplift at joint 3 and 191 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804;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 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 " M ITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the " . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlr Quality Criteria, DS849 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 City _ Ply 1820 D 3CAR BILK T24238735 2813353 C3V SPECIAL 6 1 Job Reference (optional) .ouuuers nrstauurt:e triant %Aty, rt-1, runt 'Illy, rt. - 0000r, . 1 -1-4-0 1 ST1.5x8 STP = 0.40U 5 May IZ ZUZI MI I eK Inausines, Inc. Sun Jun b l b:bl:4t5 ZUZI rage 1 0 m Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=128(LC 10) Max Uplift 3=-45(LC 7), 2= 187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) be 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;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 foFverifying 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 45 lb uplift at joint 3 and 187 lb uplift at joint 2. Michael S. Magid PE No.S681 MiTek USA, Inc. FL Cert 6634 6904.Paft East Blvd. Tampa FL 33610 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, 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 I�ek! Is always required for stability and to prevent collapse,with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB49 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 Oty Ply 1820 D 3CAR BLK: r T24238736 2813853 C5 JACK 4 1 Job Reference (optional) ,rsunaers rusrbource triani uny, raj, 0 riam tiny, M - 3Jbb/, tl.4JU s may 1z zuzi mi I eK mausineS, Inc. bun Jun b 1 b:bl:4U zUZI rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cni-sgmXGPHX4VgNdl LiU4PbfexEV9KzW 60kjg7OjrzBxm8 1-4-0 4-11-4 1-4-0 4-11-4 ST1.5x8 STP = Scale = 1:17.6 4-11-4 Plate Offsets (X,Y)-- 12:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code, FBC2020/TP12014 Matrix-P Weight:_18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 10) Max Uplift 3=-113(LC 10), 2=-192(LC 10) Max Grav 3=132(LC 15), 2=277(LC 15), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-11-4 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat. II; Exp C;:Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 jive load nonconcurrent with any other jive 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 113 lb uplift at joint 3 and 192 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 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 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 propery 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 ivi iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and BCSI Building Component Saletylnformation 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 1B20 D 3CAR BLK . T24238737 2813853 C5V SPECIAL 6 i Job Reference (optional) tiullaers mrsibourcekviam l:ny, t-L), Plant L ny, t-L - 3Jbbi, C.43U s May 1 z zuzl MI I eK Industries, Inc. Sun Jun 6 15:51:50 2U21 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-KOKwT119rpyEFBwu2nwgCrUPyZgAFZGtyUsaFHzBXM7 -1-4-0 4-1-1-4 1-4-0 4-11-4 • Scale = 1:17.6 it ST1.6A STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 24o TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOri(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=-116(LC 10), 2=-189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 0 m PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20 Structural wood sheathing directly applied or 4-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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 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 ANSUTPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing platecapable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 69114;12aike East Blvd. Tampa FL 336,10 Date: June 8,2021 A 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 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 is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see • ANSUTP11 Duality Criteria, DS13-89 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 1820 D 3CAR BLK T24238738 2813353 D01 S COMMON 2 1. Job Reference (optional) tiauaers rlrsiJOUfce trlam cny, M), rlani Gny, rL - JJbbf, t1.4JU s May 1 e eue I IVII I eK tnausines, Inc. Jun Jun a I mn I:Ou eue I rage I ID:193QG W BBpX3j RI87zeOm7kz57ad-KOKwTl l9rpyEFBwu2nwgCrUQCZVRFW ytyUsaFHz8xm7 -1-4-0 5-8-6 10-0-0 14-3-10 20-0.0 1-4-0 5.8-6 4-3-10 . 4-3-10 5-8-6 Scale = 1:35.8 4x4 = 4 I" d 5x8 4x4 = 10.0-0 10-0-0 Plate Offsets (X,Y)-- [7:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC' 0.94 Vert(CT) -0.38 6-7 >617 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/fPI2014 Matrix-SH Weight: 87lb FT=20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc puffins. BOT CHORD .2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=224(LC 9) Max Uplift 6=-338(LC 10), 2=473(LC 10) Max Grav 6=718(LC 1), 2=816(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1152/920, 3-4=-890/737, 4-5— 893/741, 5-6=-1178/961 BOT CHORD 2-7=-687/1027, 6-7=-744/1012 WEBS 4-7=-367/55B, 5-7=-395/465, 3-7= 354/397 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 2-7-10, Interior(1) 2-7-10 to 6-0-6, Exterior(2R) 6-0-6 to 13-11-10, Interior(1) 13-11-10 to 15-10-10, Exterior(2E) .16-16-10 to 19-10-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide' will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 6 and 473 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904,Paike 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 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 , ANSVTFI1 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 D 3CAR BLK ° �1820 T24238739 2813353 D03S GABLE ° 1 1 Job Reference o tional Bullders FirstSource, Plant City, FL.. 33563 8.430 s May 12 2021 MTek Industries, Inc. Tue Jun 8 08:23:30 2021 Page 1 ID:193QGW BBpX3jRl87zeOm7kz5?ad-LpwYhwdwlXBZAFjvaSB7zdO9mNeLv2mlzTHzNOz8Pux 1-4-0 8.0-0 10-0.0 12-0-0 20-0-0 1-4-0 B-0-0 2-0-0 2.0-0 8-0-0 Scale = 1:37.0 TOP CHORD MUST BE BRACED BY END JACKS, 46 = 2x4 II ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. m Io ST1.5x8STP= V v 10-0.0 10-0-0 Plate Offsets (X,Y)-- [2:0-3-8,Edge1, [2:0-2-8,Edge1, [12:0-3-8,0-1-131, [13:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.24 12-13 >986 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.36 12-13 >648 180 BCLL 0.0 Rep Stress Incr NO WB . 0.78 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 116lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 15, 16, 17, 18, 19, 20 13-14: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-6, 12=Mechanical Max Horz 2=180(LC 9) Max Uplift 2=-589(LC 10), 12=-400(LC 10) Max Grav 2=984(LC 1), 12=859(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1749/1723, 3-4=-1185/1044, 4-5=-1140/1036, 5-6=-1138/1117, 8-9= 1131/1098, 9-10=-1142/1040, 10-1 1=-1 161/981, 11-12= 1747/1705, 6-7=-1020/1067, 7-8=-1020/1067 BOT CHORD 2-21 =-1 453/1587, 21-22=-1453/1587, 22-23=-1453/1587; 23-24=-1453/1587, 24-25=-1453/1587, 13-25=-1453/1587, 13-26=-1453/1587, 26-27=-1453/1587, 27-28— 1453/1587, 28-29=-1453/1587, 29-30= 1453/1587, 12-30— 1453/1587 WEBS 6-15=-299/299, 8-18=-274/288, 3-17=-589/741, 16-17=-590/742, 15-16=-590/742, 14-15=-599/749, 14-18=-598/746, 18-19=-590/742, 19-20=-590/742, 11-20=-588/735, 13-14=0/433 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=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -2-0-0 to 1-10-10, Exterior(2N) 1-10-10 to 4-0-0, Comer(3R) 4-0-0 to 16-0-0, Comer(3E) 16-0-0 to 19-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1: 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord. live load nonconcurrent with any other live loads. 8) ' 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. 9) Refer to girder(s) for truss to truss connections. . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint 2 and 400 lb uplift at joint 12. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Job Truss Truss Type Qty Ply 1820 D 3CAR BLK T24238739 2813353, D03S GABLE r 1 1 Job Reference (optional) ouuuers nrsrauurce, rmnt any, rt.. ooaoo o. , y ­, ,oa -m m z N. ID:1930GW BBpX3jRI87ze0m7kz57ad-LpwYhwdwIXBZAFjvaSf37zd09mNeLv2mlzTHzNOzBPux NOTES- 11) Hanger(s) or. other connection device(s) shall be provided sufficient to support concentrated load(s) 11 lb down and 13 lb up at 1 0-0, 10 lb down and 11 lb up at 3-0-0, 10 lb down and 11 lb up at - 5-0-0, 10 lb down and 11 lb up at 7-0-0, 10 lb down and 11 lb up at 9-0-0, 10 lb down and 11 lb up at 11-0-0, 10 lb down and 11 lb up at 13-0-0, 10 lb down and 11 lb up at 15-0-0, 10 lb down and 11 lb up at 17-0-0, and 11 lb down and 13 lb up at 19-0-0, and 20 lb down and 23 Ib up.at 21-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Iri 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: 1-6= 54, 8-12— 54, 2-12=-20, 3-11=-10(F), 6-8— 54 Concentrated Loads (lb) Vert: 12— 18(F) 21=-10(F) 22= 9(F) 23=.-9(F) 24= 9(F) 25=-9(F) 26— 9(F) 27— 9(F) 28=-9(F) 29=-9(F) 30=-10(F) 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, note 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 _ R A i` 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 ANSI?PIt Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute„2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply 1820 D 3CAR BLK T24238740 2813353 E1 SPECIAL 14 1 Job Reference (optional) ttueoers i-..irstsource Imam any, t-L), rlant cny, rL - 0s00I, 0.4sU s may I e eve I wu I ex 11MUSUles, Irlu. cull dull 0 1 O:o l soe eve I rdye I ID:3xt?Yd6RbYnXO16Sf 6ghjjz4cnz-G PSguRKPNQCyVV4H9CyI HGZgeNOgjTmAPoLgK9zaxm5 -1.4-0 1-0-0 1-4-0 1-0.0. 1 tiyur.Il:b7�'L"I 3 I- 0.131 x3.5° TOENAILS Scale = 1:7.8 1-0.0 Plate Offsets (X,Y)-- [2t0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) . 0.00 2 >999 240. MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hori(CT) '0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical Max Horz 2=141(LC 10) Max Uplift 2=-330(LC 10), 4=-23(LC 1) Max Grev 2=167(LC 1), 4=78(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=O.18; MWFRS (directional) and C-C Extedor(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 330 Ito uplift at joint 2 and 23 lb uplift at joint 4. Michael S. Magid PE No.0661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361.0 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 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 properiy'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?PII 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 Oty Ply 1820 D 3CAR BLK r T24238741 2813353 E7 JACK 4 1 Job Reference (optional) .Builders FirstSource. (I lant Gny, t-L), I'lant L:Ity, FL - 33bbf, ts.46U s may l z zuzl ml I eK mousines, inc. aun .fun b 1 o;ol:oa zue I rage i I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-IbO25nK28kKp6trrj wTXgT6w5m dySwOJeS5Escz8xm4 1-4-0 — 7-0.0- . r 1-4-0 7-0-0 0 ST1.5xB STf' = a r7 m 0 N C6 7 Scale = 1:23.5 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 0.52 Vert(LL) - -0.11 2-4 >695 NO, MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=240(LC 10) Max Uplift 3=-181(LC 10), 2=-207(LC 10) Max Grav 3=204(LC 15), 2=351(LC 15), 4=132(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; MWFRS (directional) and C-C Extedor(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 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 181 lb uplift at joint 3 and 207 lb uplift at joint 2. Michael S. Magid PE N6.53681 MiTek USA; Inc. FL Cert 6634 6604.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 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 parametersand property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additionaftemporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSUTPII Quality Criteria, DSB-89 and 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 1820 D 3CAR BLIK d T24238742 2813353 EN SPECIAL. 10 1. Job Reference (optional) buiiaerS Flrstbource (mant L;rty, t-L), manl tiny, I•L - J3bbt, 0 ST1.5x8 STP = 8.43U s May 12 ZUZ1 MI I eK Incuslnes, Inc. Sun Jun 6 16:51:54 2021 F'age 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-DnaQJ7Lgv1 SfkoDfHd_mMhe5hAy9BNGTt6gnO2z8xm3 7-0-0 . 29 Ir Scale = 1:23.2 Plate Offsets (X,Y)-- [2:0-4-7,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 0.53 Vert(LL) -0.12 2-4 >674 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING- . TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2= 204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(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; MWFRS (directional) and C-C Extedor(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 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 184 lb uplift'at joint 3 and 204 lb uplift at joint 2. " Michael S. Magid PE No.53681 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 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 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 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 Oty Ply 1820 D 3CAR BLK T24238743 2813353 E7VP SPECIAL 7 1- Job Reference (optional) builders Flrstbource (Plant Glty, t-L), Plant city, rL - 33bb7, tl.43U S May'1z zu21 mi I eK maustneS, Inc. bun .tun 6 1 b:bl:b4 2U11 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-DnaQJ7Lgv1 SfkoDfHd_mMhe5sA_SBNGTt6gnO2z8xm3 t-4-0 7-0-0 1-4-0 7-0-0 Scale=1:23.3 1 J'3x4 s 'r m N I Plate Offsets (X,Y)-- [2:0-7-15;0-0-111, [2:0-0-12,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.11 2-4 >735 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.09 2-4 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC 10), 4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=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; 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 181 lb uplift at joint 3, 327 lb uplift at joint 2 and 102 lb uplift at joint 4. Michael S. Magid PE N6.53681 MiTek USA, Inc. FL Cart 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 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 , ANSVTPII Quality Criteria, OSB49 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 City Ply 1820 D 3CAR BLK � T24238744 2813353 H1 SPECIAL 3 1 Job Reference (optional) Builders hirstSource, (Plant city, I-L), Plant Uity, I-L - 335b7, -1-10-10 0 8.43U s May'12 2U21 MI I eK Inrlustnes, Inc. Sun Jun 6 15:51:55 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-h_7pWSMIgLaWMyosgKV?vuBKBao2wt Vc6maLwUz8xm2 1-4-4 1-4-4 ST1.5XB STP = 1-4-4 1-4-4 Scale = 1:7.6 Plate Offsets (X,Y)-- 12:0-2-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 2 >999 240 MT20 244/190. TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code' FBC2020/rP12014 Matrix-P Weight, 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-8-0, 4=Mechanical, 3=Mechanical Max Horz 2=79(LC 8) Max Uplift 2=-307(LC 8), 4=-18(LC 4), 3=-46(LC 1) Max Grav 2=233(LC 1), 4=26(LC 3), 3=88(LC 8) 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); 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 307 lb uplift at joint 2, 18 lb uplift at joint 4 and 46 lb uplift at joint 3. Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361.0 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, riot 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 - ANS11TP11 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 , , Oty Ply 1820 D 3CAR BLK T24238745 2813353 H7 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:51:56 2021 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-9AhBkoNwRfiNz6N2021 ES6kP6_b5fC8mKQJuTxzaxml 1-10-10 4-6-7 9.10-1 1-10-10 4.6-7 5-3.10 Scale = 1:23.0 3X4 = — - - .. — ST1.5x8 STP= 4-6-7 5-3-10 Plate Offsets (X,Y)-- [2:0-2-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.15 6-7 >778 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 HOrz(CT) 0.01 5 . n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 43 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=239(LC 8) Max Uplift 4=-167(LC 8), 2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1), 2=452(LC 1), 5=292(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/224 BOT CHORD 2-7=-313/629, 6-7=-313/629 WEBS 3-7=0/323, 3-6=-664/330 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 Q 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 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 167 lb uplift at joint 4, 247 lb uplift at joint 2 and 70 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and.661b up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7 lb up -at 4-3-11, 11 lb down and 7 Ito up at 4-3-11, and 51 lb down at 7-1-10, and 51 Ito down at 7-1-10 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).orback (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.53691 Vert: 1-4=-54, 2-5=-20 MiTek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 ANS11TPII Quality Criteria, DSB49 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 I r t Oily Ply 1820 D 3CAR BLK T24238745 2813353 H7 MONO TRUSS 2 1 Job Reference o tional ouuucm nraraowua triarn uny, r'/, raarn �Iky, rL - ooaor, o.4JU S May 12 2U21 mi I eK Inaustnes, Inc. Sun Jun 6 16:51:56 2021 Page 2 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-9AhBkoNwRfiNz6N2O21 ES6kP6_b5fC8mKQJuTxz8xml LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=-11(F— 5, B=-5) 8=46(F=23, 13=23) 9=-99(F=-50, B=-50) 10=22(F=11, 13=11) 11 =-51 (F=-25, B=-25) A WARNING -Verily 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, riot 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 ANSI1TPI1 Duality 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 ,� 1' Oty Ply 1820 D 3CAR BLK T24238746 2813353 H7V SPECIAL. 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:51:57 2021 Page'1 I D:193OG W BBpX3jR187zeOm7kz5?ad-dM FZxBNYCygEbGyEylYT_JGcDOzJOfpvZ43R?NzBxmO -1-10-10 5.4-1 9-10-1 1-10-10 5-4-1 4-6.0 3x4 = ST1.5x8 STP = 5-4.1 9-10-1 5-4.1 4-6.0 Plate Offsets (X,Y)-- [2:0-1-3,Edge) 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 NO BCDL 10.0 Code FBC2020fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:22.9 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 BC 0.61 Vert(CT) -0.11 6-7 >999 180 WB 0.33 Horz(CT) -0.01 5 n/a n/a Matrix-SH Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8)- Max Uplift 4=-166(LC 8), 2= 272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/637 BOT CHORD 2-7=-703/911, 6-7=-710/907 WEBS 3-7=0/315, 3-6=-894/696 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); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rainloading requirements specific to the use of, this truss component. 3) This truss has been designed fora 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 ANSI/TPI 1: angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 272 lb uplift at joint 2 and 161 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11,.and 51 lb down at 7-1-10, and.51: lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 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 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSUTP11 Quality Criteria, DSB-89 and 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 t e City Ply 1820 D 3CAR BLK T24238746 2813353 H7V SPECIAL 3 1 Job Reference (optional) t t5unoers rtrsi5ource triant Olty, r-L), riant ldty, rL - 33313/, o.4au s May IZ ZUZ I M1 I eK Inuustnes, Inu. oun Jun o I om I mt ZUZ I rage z ID:193QGW BBPX3j R187zeOm7kz5?ad-dMFZzBNYCygEbGyEyIYT_JGcDOzJOfpvZ43R?Nz81QnO LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=49(F=24, 13=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11,.13=11) 12=-11(F=-5, B=5) 13= 51(F=-25, B=-25) 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI/TPII Quality Criteria, OSB•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 , Oty Ply 1820 D 3CAR BLK' T24238747 2813353 K01 HIP GIRDER 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.43U 8 May 12 "LUZ1 mi I eK Inauslnes, Inc. bun Jun b i moi:bts zuzi rage 1 ID:193QG W BBpX3j RI87zeOm7kz5lad-5Zpx8UOAzGy5DOXRW T3iXXppAnDT7012oko7Xpz8xm7 103-0 5-3.12 9-9-0 10-Or0 14-8-4 _ 20 0;0 5-3-12 4-5-4 4-5-4 0-3-0 Scale = 1:35.6 4x4 = IT 0 3x8 i 3x8 II 5x6 = 7x8 = 3x8 I ST1.5x8 STP = ST1.5x8 STP = 3x8 10.3-0 5-3-12 9-9-0 10-0r0 14-8-4 20-0-0 5-3.12 4-5-4 3 4-5.4 5-3-12 0-3-0 Plate Offsets (X `)-- [1.0-2-10 0-1-8] [5:0-2-10 0-1-81 [7:0-4-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.15 7-9 >999 240, MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.19 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 217 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 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-203(LC 6) Max Uplift 1=-1879(LC 8), 5=-1908(LC 8) Max Grav 1=3720(LC 1), 5=3541(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6771/3429, 2-3=-4550/2411, 3-4= 4551/2411, 4-5=-6333/3394 BOT CHORD 1-9= 2965/5963, 7-9=-2965/5963, 6-7= 2935/5576, 5-6=-2935/5576 WEBS 2-9=-845/1915, 2-7=-2242/1171, 4-7=-1799/1137, 4-6=-809/1491, 3-7=-1954/3772 Structural wood sheathing directly applied of-4-5-3 oc puffins. Rigid ceiling directly applied or 8-10-10 oc bracing. NOTES- b) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chordsconnected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies; except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; 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); end vertical left.and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss: has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of -truss to bearing plate capable of withstanding 1879 lb uplift at joint 1 and 1908 lb uplift at joint 5. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 719 lb down and 371 lb up at 2-4-12, 719 lb down and 371 lb up at 4-4-12, 735 lb down and 410 lb up at 10-4-12, 735 lb down and 410 lb up at 12-4-12, 599 lb down and 435 lb up at 15-8-12, 695 lb down and 393 lb up at 17-8-12, 801 lb down and 350 lb up at 6-4-12, and 801 lb down and 350 lb up at 8-4-12, and 172 lb down and 75 lb up at 14-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 Michael S. Magid PE No.0681 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 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 ANSI?PII Qualify Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. '36610 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Symbols PLATE LOCATION AND ORIENTATION 34' 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-yi s' For 4 x 2 orientation, locate plates 0- 1/4' 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/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. - BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) N 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -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. A : General Safety Notes Failure to Follow Could Cause Property. Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the' responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated, are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided'at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, g or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss, designs rely. on lumber values established by Others. 15. Connections not shown are the responsibility of others. © 2012 MiTek@ All Rights Reserved MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 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/rPI t Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.