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HomeMy WebLinkAboutTRUSS258 Southhall Lane, Suite 200 Maitland, Florida 32751 DP: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES June 15, 2021 Building Department Ref: Adams Homes Lot: Lot 43 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5443 Lugo St. Model: 1820 D LHG KA # 21-6351 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 6/8/2021 2776557 160 C Michael S. Magid To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 6/15/2021 6/15/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" ```���oleel/��e��e pgLO ,•DENS. No 87864 ; s r ; cc N13 STATE OF :�441 41 f39 19eiBo0� Luis Pablo TorresP.E. FL. # 87864 R z sr CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 11 A-11 LUS24 / JUS24 895 / 835 490 /510 ALA' 9 A HTU26/ THD26 3600 / 3470 1555 / 2330 ALA 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 1LB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 1 to 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 1Ip 0 E HGUS26-2 / THDH26-2 5320 / 6245 12155 / 2340 1LE 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 11F 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 1 IU 0 H HGUS28-3 /THDH28-3 7460 / 7836 3235 / 4370 1111 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 W 3X8NOP ❑� Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 06/15/2021 By: ES Submittal No.: Project No.: 21-6351 Project Eng.: Luis Torres Project Name: Adams Homes - Fort Pierce - Waterston - Lot 43 Blk 1 VERIFY ALL DMElSIONS AND MUM CONDITIONS PRIOR TO APPRWAL SORE COUNG FRAMING REQUIRED IN FIELD BY BULnER MAIN WIND FORCE RESISTING SYSTEMICC HYBRID WIND ASCE7.16 ENCLOSED EXI.IRECATEGORYC OCCUPANCY CATEGORY II WND LOAD 160 MPH WIND IMPORTANCE FACTOR 1.00 TRUSSES HAVE BEEN DESIGNED FOR A 10A PSF BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LNE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL: 40 PSF TCDL: 07 PSF ' TCDL: 10 PSF BCDL: 10 PSF BCDL• 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. By Date CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-131 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. 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. ingle Family M 1820 D 3CAR ADDRESS: 5443 LUGO ST LOT/ BLOCK: 4311 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB 0: 1 2776557 DATE: 0610512021 1 SCALE: NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813)305-1301 ®. Lumber design valw6$e Dre,in'accordance with ANSI/T. PI 1. section 6.3 These truss designs rely on lumber values established by others. MiTek. RE: 2776557 - 1820 D 3CAR MiTek USA, Inca Site Information: 6904 Parke East Blvd. T FL3310-4115 Customer Info: Adams Homes Port St Lucie Project. Name: 1820 3CAR Model:- Lot/Block: 43/1 Subdivision: WATERSTONE Address: 5443 LUGO ST, .. City: Fort Pierce : State: FL Name Address and License.# of Structural .Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings -Show Special Loading Conditions): 'Design Code:. FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load:: N/A psf This package includes 34 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss.Design Engineer and this index sheet conforms to 61 G15-31:003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# :Truss Name Date No. Seal# Truss Name Date 1 T24238116 A01 6/8/21 23 T24238738 D01 S 6/8/21 2 T24238717 A02 6/8/21 24 T24238739 D03S 6/8/21 3-T24238718 A03 6/8/21 25 T24238740 E1 6/8/21 4 T24238719 A04- 6/8/21 26 T24238741 E7 6/8/21 5 T24238720: A05 6/8/21. 27 T24238742, E7V 6/8/21 6 T24238721 : A06 6/8/21 28 T24238743 E7VP 6/8/21 7 T24238722 A07 6/8/21 . 29 T24238744 H 1 6/8/21 8 T24238723 A08 6/8/21 30 T24238745 H7 - 6/8/21 9 T24238724 A09 6/8/21 31 T24238746 H7V 6/8/21 10 'T24238725 Al OS 6/8/21 32 T24238747 K01 6/8/21 11 T24238726 . A. 11 S 6/8/21 33 T24238748 K02 6/8/21 12 T24238727 : A24S 6/8/21 34 T24238749 K03 6/8/21 13 T24238728 B01 AS 6/8/21 14 T24238729 B01 BS 6/8/21 15 T24238730 B01 S 6/8/21 16 T24238731.. 1311 S 6/8/21 :.17 T24238732 C 1 6/8/21 18 T24238733 : C 1 V 6/8/21 19 T24238734 C3 6/8/21 20 724238735 C3V 6/8/21 21 724238736 C5 6/8/21 .22 T24238737 C5V 6/8/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the. parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Magid, :Michael My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is'a certification that the engineer named is licensed.in the jurisdiction(s) identified and that the designs comply with ANSIlTPI 1. These designs are based, upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for-MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability, of the design parameters or the designs for any particular building. Before use, - the building designer should verify, applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. S. No 53681 • STAT Of :• 441� S/O N A Michael S. Magid PE No.53681 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Magid, Michael.. 1 of 1 Job Truss Truss Type Qty Ply 1820 D 3CAR T24238716 2776557 A01 SPECIAL 8 1 Job Reference (optional) r h t IGI 11 l Ly, ouul 0.40U 5 May I Z ZUZ I M1 I eK Inausines, Inc. Jun Jun b I b:bl :Zb ZUZI rage l ID:193QG W BBpX3jR187zeOm7kz5?ad-ZCJTDC?Tk7onl LW 541 zzhaxl CU0Xu51 GC5JltEz8xmW ri-4-q 6-3-0 11=11-12 19-10-0 27-8-4 33-5-0. 39-8-0 Al-O-q ^, 1-4.0 7-10-4 7-10-4 5-8-12 6-3-0 1-4-0 Scale = 1:72.2 5z6 = 6.00 12 0 ST1.5x8 STP = 5x12 aoo :12 5 31-0-0 ST1.5x8 STP = 5xl2 Zz LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in floc) I/defl Ud PLATES GRIP.. TCLL .. 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.49 10-11 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.83 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 FBC2020/TP12014 Matrix-SH Weight'. 230 lb 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 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26'Except* WEBS 1. Row at micipt 6-11, 4-12 . 13-14 10-13.2x6 SP No 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=-810(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 . - BOT•CHORD 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 =-1 436/820, 6-10=-682/2000, 7-10==188/281, 5-12=-425/1190, 4.1 2=-1 522/820, 4-14 682/2184, 3-14=-173/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1..6; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 15-10-6, Exterior(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 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 an 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 810 lb uplift at joint 8. 0 IT N Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 8634 6804 Parke East Blvd. Tampa FL MOO Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE, MII-7473 rev. 6/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based. only upon parameters shown, and is for an individual building component, noP 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/TPI1 Duality 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 City Ply 1820 D 3CAR 1 ' T24238717 2776557 A02 SPECIAL 2 1 Job Reference optional) ouuucia nrarovwce team arty, r"I, rider uny, rL - oaaoi, tf.4JU s Nlay 1Z ZUZI MI I eK Inousines, Inc. sun dun b Ib:bl:ZI ZUZI rage 1 I D:193QG W BBpX3j RI87zeOm7kz5?ad-VbRDeuOkGk2V?ffTCS?Rm? 1 Oi1gJM?aUgPosx6z8xmU r1-4-q 6-3-0 11-11-12 19-0-0 20-8-0 27.114 33-5-0 39-110 41-0-q 1-4-0 6-3-0 5-8-12 7-0-4 1-8-0 7-0-4 5-8-12 0 5x6 = 6.00 12 5x6 = 5 6 ST1.5x8 STP = 3x4 = ST1.5xB STP — &B 3.00 F12 6x8 Zz Scale = 1:75.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020[TP]2014 CSI. TC 0.90 BC 0.86 WB 0.70 Matrix-SH DEFL. in (loc) I/dell Ud Vert(LL) 0.53 12 >890 240 Vert(CT) -0.80 11-12 >584 180 Horz(CT) 0.54 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 218lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.t 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=0-8-0, 9=0-8-0 Max Horz 2=-417(1_13 8) Max Uplift 2=-810(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/.2623, 3-4=-4460/2503, 4-5=-2621/1685, 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, 4-15=-1162/756, 5-15=-535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12=-1086/756, :7-11=-695/1545 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 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 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 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. v 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. 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 Ib uplift at MiTek USA, Inc. FL Cert 6634 joint 9. 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is tot 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply 1820 D 3CAR T24238718 2776557 A03 SPECIAL, 2 1. Job Reference (optional) t5Ullaers rlrsibource IPtant L ity, PL), Plant lacy, I-L - 33bb1,6.430 S May 12'2u21 rut I eK Industries, Inc. Sun Jun 6 16:51:26 2U21 Page 1 I D:193QG W BBpX3j R187zeOm7kz5?ad-zn?brE1 M12AMcpEgIAW gJCZbyhOD506eu3XPTYz8xmT r1-4-q 6-3-0 11-11-12 17-0.0 22-8-0 27-8-5 33-5-0 39.8-0 Al-0-q r4-0 6-3-0 5.8-12 5.0-5 5-8.0 5-0-4 5-8-12 6-3-0 i-4-0 Scale = 1:75.1 m 0 ST1.5x8 STP = 5x8 6.00 12 5x6 '5x8 5 6 ST1.5x8 STP= 3,00 12 _ 5x8 c LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud . PLATES GRIP TCLL 20.0 Plate Grip:DOL 1.25 TC . 0.80 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 FBC2020/TPI2014 Matrix-SH Weight, 235 lb FT = 20 LUMBER= BRACING- TOP CHORD .2x4 SP No.2 TOP CHORD . Structural wood sheathing. directly applied or 2-2-0 oc purlins. BOT CHORD 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=: 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=-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=-1183/761, 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=5.00sf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-CExterior(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(1) 26-7-10 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) 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 810 lb uplift at joint 2 and 8101b uplift at W joint 9. Michael S. Magid PE 146.53681 MiTek USA, Inc. FL Cert 6634 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. 5/19/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is basedonlyupon 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria, DSB789 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 C f T24238719 2776557 A04 SPECIAL 2 1. Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 122021 MiTek Industries, Inc. Sun Jun 6 16:51:30 2021 Page 1 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-wA7MGv3cZfR3s6O2taZBOdfx3VipZO6xMNOW YRzBxmR r1-4-q 5-11-1 9-6-9 15-0.0 19-10.0 24-B-0 30-1-7 33-8-1-1 39-8.0 111-0-Q 1 4-0 5-11-1 3-7-9 5-5.7 4-10-0 4-10-0 5-5-7 3-7-9 5-11-1 1-4.0 dI 0 6.00 12 5x6 = 3x4 = 5x6 = 19 6 20 7 ST1.5x8 STP = ^ST1.5x8 STP 5x12 3.00 12 5x12 Scale = 1:75.1 8-8.0 15-0-0 24.8-0 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4-0 B-8.6 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7], [2:0-3-7,Edge], [4:03-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1-11-7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], [16:0-3-8,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-SH Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT'CHORD 2x6 SP M 26 `Except* BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 14-16,12-14: 24 SP No.2 WEBS 1 Row at micipt 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=-810(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= 1 6=-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.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl. ; GCpi=0.1.8; 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, Interior(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=1.60 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. 14) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 16.0 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 = IO.Opsf. `7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Michael S. Magid PE No.53681 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 MiTek USA, Inc. FL Cert 6634 :joint 10. 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. 5/19/2020 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' prevent is always required for stability and to prevent collapse.with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610- Job Truss Truss Type Qty Ply 1820 D 3CAR t T24238720 2776557 A05 SPECIAL 1 1 Job Reference (optional) owtuet� nrmauur V triant �Ry, rLl, rmnt t..Ry, rL - aaaor, o.4Au s rvlay 1 z zuzl MI I eK Inousines, Inc. Jun dun 6 I=1:01 zU2l rage i " I D:193QG W BBpX3j RI87zeOm7kz5?ad-OMhkUF3EKzZwTGzFR14NxrB4pvORlog4al m34tz8xmQ r14•Q 6.8.0 13.0.0 19-10-0 26-8-0 33-0-0 39.111 Al-0-q 1-4-0 6-8-0 6-4.0 6-10-0 6-10-6 6-4.0 6-8-0 1-4-0 ?I 0 5x6 = 6.00 F12 3x4 = 5x6 = 4 17 18 5 19 206 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6x8 B-8-0 Scale = 1:75.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.89 BC 0.91 WB 0.76 Matrix-SH DEFL. Vert(LL) . Vert(CT) Horz(CT) in (loc) I/defl Ud 0.55 11-13 >845 240 0.89 11-13 >526 180 0.57 8 n/a n/a PLATES GRIP MT20 244/190 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: 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, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(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,.34=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, 8-10=-2492/4222 WEBS, .3-14=-282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11 =-1 42/522, 6-10=-985/1749, 7- 1 0=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1.6; 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=0.1.8; 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 22-8-6, Exterior(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 - 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 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. Michael S. Magid PE No.53681 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 MiTek USA, Inc.. FL Cart 6634 joint 8. 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 Mi rek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��� a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall - building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members -only. Additional temporary and permanent bracing M!Tek" - is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component - 6904 Parke East Blvd. Saletylnlormaflon 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 7 T24238721 2776557 A06 SPECIAL 1 1 Job Reference (optional) builders mrstbource tt9ani Glty, t-L), vIant lacy, rL - 33bb1, 8.430 s May 12 2021 Mi I ek Industries, Inc. Sun Jun 6 16:51:32 2021 Page 1 " I D:193QG W BBpX3j R187ze0m7kz5?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 41=0-Q 1-4.0 5-11-1 5.0.15 6.0-0 5-B-0 6-0.0 5-0-15 5-11-1 1-4-0 5x6 = 2x4 11 5x6 = 5x6 = 4 18 19 5 6 20 21 7 ST1.5x8 STP = 6x8 = 3.00 F12 8-8-0 16-10-11 22-9-5 , 31-0-0 39.8.0 8-8-0 8-2-11 5-10-11 8-2-11 8.8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-3-8,0-2-4], [6:0-3-0,0-3-0], [7:0-3-8,0-2-4], [9:0-5-9,Edge] ST1.5x8 STP= 6x8 Scale = 1:73.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.68 12-14 >689 240 MT20 244/190 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 WB 0.54 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 209lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except* 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) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD , Rigid ceiling directly applied or 3-11-8 oc bracing. 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: 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 Extedor(2E)-.1'-4-0 to 2-7-10, Interior(1) 27-10 to 7-0-6, Exterior(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, Extedor(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 alive load of 20:Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members." .. . j7) 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 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 - 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 building design. Bracing indicated designer must verify the applicability of design parameters and property incorporate this design Into the overall is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " M!Tek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see " ANSLITPII Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation 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 f ' T24238722 2776557 A07 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 16:51:34 2021 Page 1 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-oxMs6H67cuxVKkip6Qd4ZTpct69eVCS W H?_ jhCz8xmN r1 4 Q 4-6-5 9-0.0 15-10-8 23.9-8 30-8-0 35=1-11 39-IT p1.0-Q 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 5x6 = 6.00 12 3x4 = 21 2223 5 Scale = 1:73.6 5x8 = 5x6 = 2425 26 7 ST1.5x8 STP = 2x4 11 3x4 = 2x4 11 ST1.5x8 STP = 4x6 3.00 F12 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4-6-5 8-8.0 12-8-0 12- -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- -14 7.1.2 6-2-0 5-0.0 4-1-11 4-6-5 Plate Offsets (X,Y)-- [2:0-3-14,Edge], [4:0-3-0,0-2-0], [6:0-4-0,0-3-01, 17:0-3-0,0-2-01, [9:0-3-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC0.78 TCDL 7.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr NO WB 0.57 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH 4x6 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.21 15-16 >745 240 MT20 2441190 Vert(CT) 0.1715-16 >943 180 Horz(CT) 0.03 9 n/a n/a 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 ob bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=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 joint(s) 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, 15716=-301/136, 13-15=-391/248, 12-13=0/331, 11-12= 323/894, 9-11= 317/890 WEBS 3-17=-553/413, 4-17= 39/401, 4-16=-951/598, 5-16= 787/686, 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. 11; 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 5-0-6, Exterior(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, Interior(1) 34-7-10 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 jive 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 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 lbuplift 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, 16, 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 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 Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members -only. Additional temporary and permanent bracing .. MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIR'P11 Duality Criteria, DSB=89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 D 3CAR I ' T24238722 2776557 A07 SPECIAL 1 1 Job Reference (optional) CUllaers mrstbource (Plant L; ty, t-L), rlant Gtty, rL - 33567, 8.430 s May 12 2021 MI I ek Industries, Inc. Sun Jun 6 16:51:34 2021 Page 2 ID:193QGWBBpX3jRI87zeOm7kz5?ad-oxMs6H67cuxVKkip6Qd4ZTpct69eVCSWH? jhCz8xmN LOAD CASE(S) Standard Except: 1)Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 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 (plf) 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= 10, 13-16=20(F=30), 12-13=-10, 9-12= 10 Horz: 1-2=-113, 2-19= 67, 19-20=-56, 4-20=-78,.7-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) , 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=10(F=30), 12-13=-20, 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, 28-26=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, 9710=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) ' Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60„Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=1.5, 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: 12=-29, 2-4=-19, 7-9=-22, 9-10=-12 10)'Dead +0.6 MWFRS:Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 779=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-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. (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=1O(F=30), 12713=-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=1O(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 (plo Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 2-17= 20, 16-17=-20, 13-16=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 (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 2-17= 20, 16-17=-20, 13716=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): 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 18) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg: Int) 2nd Parallel): Lumber In6rease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=4517-9=-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, 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 injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria; DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Oty Ply 1820 D 3CAR [ r T24238723 2776557 A08 SPECIAL 1 1, Job Reference (optional) ouuuers rrrsioource iriant uny, rLr, riani Uly, rL - asaor, a.vau s may tz zuz t mi I eK ineusmes, Inc, aun aun o i o;oI:= zuei rage I ID:193OG W BBpX3j Rl87zeOm7kz5lad-G7wFKd61NC3MyuGOg89J5hMmN W OzEZpgVfkHDez8xmM ri-4-Q 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8.0 39-8-0 111-0-q 1-4.0 7-0-0 5-3-1 3-9-8 3-9-B 2-7-14 3.9-8 6-4-11 7-0-0 1-4-0 Scale = 1:73.6- 5x6 =_ 3x8 = 3x4 2x4 11 5x6 = 5x12 5x6 = 6.00 12 = = 3 18 19 4 2021 22 5 23 24 6 25 7 26 827 28 29 .9 m 1 2 17 5x8 30 31 0 ST1.5x8 STP = 3x6 3.00 12 7-1-8 1213-1 1 3xB = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 19-10-0 26-2-0 10 - 11 ST1.5x8 STP= 5x6 zz 36-8 39-8.0 N-3 7-1-8 -4-7,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.24 14-16 >709 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 BCLL 0.0 ` Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 . n/a BCDL 10.0 Code FBC2020/TPI2014 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 oc purlins. 7-9: 2x4 SP No.i, BOT CHORD Rigid ceiling directly applied or oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 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 Ib'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 Ib 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, 9-1 0=- 1549/671 BOT CHORD 2-17=-205/984, 16-17=-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=-7611737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12= 1408/2480 Ud PLATES GRIP. 240 MT20 244/190 180 n/a NOTES- 1) Unbalanced roof live loads have, been considered for this design. 2) Wind: ASCE 7-16; Vult=160nlph (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 ^.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 ponding. 5) This truss has been designed for a 10.0 pal bottom chord. live. load nonconcunent 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) 2, 10 considers parallel to grain value using ANSI/TPI t angle to grain formula. Building designer should verify capacity of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 446 lb uplift at joint 10, 1709 Ib uplift at joint 16 and 1849 lb uplift at joint :13. 9) Load case(s) 4, 5, 6, 7i 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. ' Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert6634 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. ' valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foi an individual building component, not _Design a truss system. Before use, the building building design. Bracing indicated designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is to buckling of individual truss web and/or.chord members only. Additional temporary and permanent bracing - MiTek• is always required for stability and to prevent prevent collapse:with possible personal injuryand property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see � . ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type Qty' Ply 1820 D 3CAR T24238723 2776557 A08 SPECIAL 1 1 Job Reference (optional) nunuers rtrstaource trlani u1y, rLl, riani uny, ru - 3;ibb/, 8.43U s may 12 2021 MI I ek Industries, Inc. -Sun Jun 6 16:51:36 2021 Page 2 ID:193QG W BBpX3j RI87zeOm7kz5?ad-kKUdXz7N8VBDa1 rCDrgYeuvx7wkCz02pkJTgl5zBxmL 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 lb 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 Ib 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 244-4,.111 lb down and 197 lb up at 26-7-4, 111 Ib 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. 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: 1-3= 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(B) 18= 111(B) 19=-111(B) 20=-111(B) 22=-111(B) 23=-111(13) 24=-111(B) 25=-111(B) 26= 111(B) 27=-111(13) 28=-111(13) 29= 111(B) 30=46(B)31=46(B) 32=46(B) 33=46(B) 34=-46(8) 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=-0, 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 (plf) 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=-01 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(8) 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. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo 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 (pit) 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, 10-11=-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 (pit) 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:$-4=-0, 8-9=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(6) 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) 3B=-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=1.6, 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=710 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=.1.65(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(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=-23(13) 32= 23(B) 33=-23(B) 34=-23(13) 35=-23(B) 36=-23(B),37=-23(B) 38=-23(B) 39==23(6).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=-26, 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=1.97(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(13) 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. .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 wiUi MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly'incorporate this design into the overall s 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 cellapsewith possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS11TPll Quality Criteria; DSB=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, FL .36610 Job Truss Truss Type Qty Ply 1820 D 3CAIR T24238723 2776857 A08 SPECIAL 1 1. Job Reference (optional) ounuei� 1-t-u uC tnm It idly, rL), r1Gnt Uny, rL - 0000/, o.9:7U 5 May I z zuz I IVII I eK Inausines, Inc. Jun Jun u l u:oi:3u zuzl rage J ID:193QGW BBpX3jR187zeOm7kz5?ad-kKUdXz7N8VBDa1 rCDrgYeuvx7wkCz02pkJTgl5z8xmL LOAD CASE(S) Standard Uniform Loads (plf) 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=-21 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 (plf) 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(B) 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 (plf) Vert: 1-2=-22, 2-3=-30, 3-9= 45, 9 10=-61, 10-11=-53, 2-17=20, 16-17=-20, 13-16=24(F=44), 12-13=-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=-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) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st 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=-11 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=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=43(13) 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, 10712=-20 Horz: 12=-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=-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) 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 wt 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 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 Jab Truss Truss Type Qty Ply 1820 D 3CAR ' ' T24238724 2776557 A09 SPECIAL 1 1 Job Reference (optional) • CUIlaers rlrsiSOUfCe trlani Gliy, r-L), rlani Liiy, rL - JJbb r, 6-8-0 . 6-4-0 6-10-0 c nnl n 5x6 = b.43U s may l z zUzl mi I eK mausineS, Inc. Sun Jun b i b:bl:J/ zuzl rage 1 2-10-0 ' 2-10-0 ' 4-4-0 ' 2-0-0 ' 6-8-0. 3x6 = 5x6 G 7 7x8 Scale = 1:76.6 6 6 v 0 0 m 2 Iv a 6 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6x8 8-8-0 15-7-5 24-0-11 26.8-0 31-0-0 39-8-0 8-8.0 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) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.89 BC 0.93 WB 0.76 Matrix-SH DEFL. Vert(LL) Vert(CT) Horc(CT) in (loc) 0.55 15-17 -0.90 15-17 0.57 11 I/dell >848 >521 n/a Ud 240 180 n/a PLATES GRIP MT20 244/1'90 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 oa 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 Gram 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 BOTCHORD. •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, 5-17=7332/223, 5-15=-422/342, 8-15=-195/50118-14=-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.. 11; Exp C; Encl., GCpi=0.18; MW. FRS (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) 16711-10 to 21-0-7, Extedor(2R).21-0-7 to 23-10-0, Extedor(2E).23-10-0 to 26-4-1, Intedor(1).26-4-1 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 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) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Michael S.Magid PE No.53661 capacity -of bearing surface. MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 - joint 11. Date: 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top an bottom chord. ;Julie 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 buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MITPrK° prevent is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria; DSB-89 and BCSI Building Component : 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR t t T24238725 2776557 Al OS SPECIAL 1 1 Job Reference (optional) DUnUers rlrslbUUrUe trtarll URy, rLJ, ritun L,Ily, rL- 0000/, C.4Ju s may I ZUZ1 NII1 eK Inouslnes, Inc. bun dun U I=3]:00 ZUZI rage 1 - - ID:193QG W BBpX3jR187zeOm7kz5?ad-hicNye9dg7RxpL?bLGiOjJ_Gdj PH ROv6BdyxgzzBxmJ 1-4'-0 5-11-1 11-0-0 16-10-1 19-0-0 22.9-15 2 -10 0 28-8-0 31-0-0 33-8-15 39-8-0 11 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0-1 - 4-10-0 2-4-0 2-8-15 5-11-1 Scale = 1:76.3 5x6 = 8 10x12 6x8 = 2x4 II 5x6 4 5 P8 7 26 - 6.00 12 4x4 22 23 6 11 2x4 � 21 2x4 2x4 3 7x8 — 12 c� t: 24 20 19, 18 17 16 :15 14 13 2 0 1 8x10 = 4x8 = 5x8 — 4x4 = 4x4 = 7x8 = ST1.5x8 STP = ST1.5xB STP = 6x8 - 3.00 12 - 6x8 . 3100 .. .. .. 8-8-0 16-10-11 22-9-5 28-8-0 28- -12 39-8-0 8-8-0 8-2.11 5-10-11 5-10-11 0- 12 8-8-0 . 2-2-4 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-4-0,0-1-15], [7:0=4-0,0-4-8], [10:0-2-4,Edge], [13:0-5-9,Edge], [19:0-5-0,0-3-9] LOADING (psf) SPACING- 2-0-0 CSI.-. DEFL. in (loc) I/deft Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Veri(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 ]nor YES WB 0.54 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014• Matrix-SH Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-7,7-10: 2x6 SP No.2 BOT CHORD 2x6 SP No.2'ExcepY BOT CHORD 2-19,13-14: 2x4 SP No.1 JOINTS 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 Structural wood sheathing directly applied. Except: 1 Row at midpt 7-10 Rigid ceiling directly applied or 3-6-13 oc bracing. 1 Brace at Jt(s): 7 NOTES- I . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust)'Vasd=124rnph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10; Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14711710, Interior(1) 14-11-10 to 19-19-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 35-4-6, Ezterior(2E) 35-4-6 4 to 394-0 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 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) 13, 2 considers parallel to grain value using ANSVTPI 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 lb uplift at joint 13 and 612 lb uplift at joint 2. 9) Graphical Pullin representation does not depict the size or the orientation of- the purlin along the top and/or bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . - WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' prevent _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 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 T24238726 2776557 A11 S ROOF SPECIAL 1 1 Job Reference (optional) Cuaaers.rtrstSource. (Flan Ulty, t-L), rlant t;lty, t-L - 33b6/, - 6.43U S May 12 ZU21 MI I eK Industries, Inc. Sun Jun 6 16:bl :39 ZUZ1 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-9vA19_AFRQZoRVanvzDFFXXQi712ANCFQHi UMQz8xml 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 6.0-0 3-1-8 3-8-8 .71 8-2-0 Scale = 1:71.9 5x6 = 7 ST1.Sx8 STP = 13 12 -- -- - 3xb = 5x6 4x6 = 3x6 = 3,00 12 6x8 = LOADING (pso SPACING-. 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP. TCLL 20.0 Plate Gdp:DOL 1.25 TC 0.96 Vert(LL) . -0.26 10-12 >879 240. MT20 244/190 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 FBC2020ITP12014 Matrix-SH Weight; 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except BOT CHORD :. Rigid ceiling directly applied or 2-2-0 oc bracing. Except:. 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 3-3-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 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(LG 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=-1988/1253, 4-5=-1267/858, 5-6=-234/289, 6-7=-193/351, 778=-1230/763,8-9=-1359/720, 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=-4981,322, 5-15=-151/778, 5-14==1037/793, 7-12=-684/295, 7-10= 492/1140, 8-10=-526/519 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; 1-=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Int6dor(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(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=1.66 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 20.00sf 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 joints) 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 6904 Parke East Blvd. Tampa FL 33010 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent is always required for stability and to prevent collapse, with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jab Truss Truss Type Qty Ply 1820 D 3CAR r T24238727 2776557 A24S ROOF SPECIAL GIRDER 1 1 Job Reference (optional) ounuers rubtauurce triarn Uiy, FL), .Rani Giiy, FL - 33567, 8.430 s May 12 2021 MI I eK industries, i= Jun Jun 6 l b:b1:41 'LULL Page 1 ID:3xt4Yd6RbYnXO16Sf6ghjjz4cnz-5HH W agB W z2pVgpkAOOFj LycpSxU4eL5YubBbR Iz8xmG r1-4-(), 7-0-0 9-2-2 12-8.0 15-0-0 17-1-13 20-1-8 23-10=0 30-ti-8 35-4-2 39.8-0 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 i Scale = 1:71.9 5x6 = M 0 ST1.5x8 STP= 5x6 3x8 1\ 3.00 12 Bx12 = . . 1 7-1-8 1 , .9-10.0 . 11-8.0 . 15-9.4 20-1-8 9 I I 3 5x6 10 2x437. 11 m 0 1 0 12 m, 0 7 N Ia 17 16 28 29 15 14 13 3x6 = 6 3x4 = 3x6 = 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell . Ud PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.82 Vert(LL) 0.22 22 >999 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -6.33 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 FBC2020/TPI2014 Matrix-SH Weight: 230 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. 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.OE WEBS 1 Row at midpt 9-16 - 18-20,8-16: 2x8 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.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(LL,8) Max Grav 2=1105(LC 17), 16=2277(LC 2), 12=844(LC 14) FORCES. (lb) - Max. Cornp./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=-252/746, 9-10=-620/228, 10-11=-1319/417, 11-12— 1430/434 BOT CHORD 2-23=-125B/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, 13-19=-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, 10-15=-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. 11; 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/TPI 1 angle to grain formula. Buildingdesigner should verify capacity of bearing surface. Michael S. Magid PE N6.53681 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 653 lb uplift at joint 2, 1001 lb uplift at MiTek USA, Inc. FL Cert 6634 joint 16 and 261 Ib.uplift at joint. 12. 6804 Parke East Blvd. Tampa FL 33.810 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 lb down and 182 lb up at Date: 7-0-0, and 153. lb down and 182 lb up at 9-0-12, and 153 lbdown and 182 lb up at 11-0-12 on top chord,. and 323 lb down and.122 .IUf12 8.2021 Ib up at 7-1-8, and 84 Ib down at 9-0-12, and 84 lb down at 11 0, 12 on bottom chord. I he design/selection of sucn connection ® 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 ANS11TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR 1 ' - T24238727 2776557 A24S ROOF SPECIAL GIRDER 1 1 Job Reference (optional) [sunders r-IrsiJOUrce. triani ully, rL), rlani L'Ily, rL - 3Jbb/, 8.4:iu S'May 1z zuzi ml I eK InausineS, Ina: Jun Jun b 1 Wbl:41 2U21 rage 2 I D:3xt7Yd6RbYnX016Sf6ghjjz4cnz-5HH W agBWz2pVgpkA00Fj LycpSxU4eL5YubBbRlz8xmG NOTES- 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: 1-3=-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(B) 22= 62(B) 4=-113(B) 25==113(B) 27=-62(B) .,& 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 vedfy the applicability of design parameters and property incorporate this design into the overall • building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse,with possible personal injury and property damage. For general guidance regarding the fabdcation, storage; delivery, erection and bracing of trusses and truss systems, see ANSIM11 Quality Criteria; DSB-89 and BCSI Building Component : 6904 Parke East Blvd. Satelylntormatlon 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 t t T24238728 2776557 B01 AS. ROOF SPECIAL 2 1 Job Reference (optional) ouuuers rlrtnauuruu trrarlt l.Ry, rLJ, r,arn ld[y, rL - bbbor, a,43U s may I ZZUZI Mf t eK Inousines, Inc. Jun UUn b Ib:bI:4Z ZUZI rage I ID:193QGWBBpX31R187zeOm7kz5lad-ZUruoOCBkLxMIyJMa6nyt991 VLItNkVi6Fw8zkz8=F -1-4-0 5-7.8 8-6.0 11-10-0 19-6-0 27-8-0 1-4-0 5-7-8 M16A 3-4.0 1 7.8-0 B-2.0 4x6=' Scale= 1:56.8 6 m 0 0 11 ,u 4x4 = = ST1:5x8 STP = 6x8 6x8 = 7-10.0 8-Q-0 17-6-5 27-8-0 1-0-0 6-10-0 0- -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, [9:0-4-O,Edgel, [10:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.90 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[TP]2014 Matrix-SH Weight: 143 lb FT = 20% LUMBER- .2 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. Rbw at midpt 6-10 SLIDER Left 2x6 SP No- 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, 6-6=-301/332, 6-7=-1346/793, 7-8=-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 7716; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; -B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior0,) 15-9-10 to 23-6-10, Eiderior(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 other live loads. 5) '.This truss has been designed.for a live load of 20.Opst 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. .) 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 8. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . 'a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or. chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSLITPll Quality Criteria; OSB-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, FL 36610' Job Truss Truss Type ty. y 1820 D 30AR • '' � � T24238729 2776557 B01 BS ROOF SPECIAL 1 1 _ , Job Reference (optional) owmets nrstoumce rmam -ay, ry, riani 11(y, rt_ - JJ*01, e.4JU s Mar 22 2uz Mi I eK Inausmes, me. I ue Jun 6 16:Jts:1 J 2u21 rage 1 ID:193QGWBBpX3jRl87ze0n17kz5?ad-9uQ17LV?eytX6bkZkuZ4Hf ux8HZoKUOCGctW?z8QZO -1-4-0 , 5-7-12 8-6-0 .11-10-0 19-6-0 27-8-0 1=4-02-10-4 r 3-4-0 7-8-0 B-2-0 ' 4x6 = Scale=1:53.3 5 10 a 17 18 SxB = - 44 = 6x8 = e20 i 5-7-12 7-10-0 2 rp 17-6-5 i 27 6 0 - 5-7.12 2-2-4 0 3 9-4-5 10-1-11 010 LOADING (psf) SPACING- w. -� 2-0-0 -tr CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 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 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 146lb 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 *Except..6-0-0 oc bracing: 9-11 4-9: 2x6 SP M26 BOT CHORD Rigid ceiling directly applied or2-2-0 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— 1175/636, 3-4=-1558/839, 4-5=-873/579, 5-14=-755/214, 6714=-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; 13=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 11-10-01 Exterior(2E) 11-10-0 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; end vertical 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 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 = IO.Opsf. 6) Refer to girder(s) for truss to truss connections. J) 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 Parke East Blvd. Tampa FL 33810 . Date: June 8,2021 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.IVIII-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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-69 and SCSI Building Component : 6904 Parke East Blvd. Safety I nformation 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 ' ' T24238730 2776557 B01 S :COMMON, 1 1 Job Reference (optional) t3unaers mrsibource trlanl GIIy, rLl, rlam GIIy, r-L - JJbb/, JRJU s-may 1 z zuzl m11 eK Inausines, Inc. Aun Jun a 1 om 1:44 zue I rage 1 I D:1930G W BBpX3j Rl87zeOm7kz5?ad-VszeCiDOGzB4XGSkhXpOyaEN?8V W rfs?aZPF2dz8xmD 1-4.0 8-6-0 11-10.0 19-6.0 27-8-0 1-10 8-6.0 3-4.0 7-8-0 8-2-0 4x6 = 4 8 4x4 ST1.5x8 STP = 7x10 = 3x6 11 Scale = 1:56.0 7-10-0 8- -0 17-5-12 27-8-0 7-10-0 0- -0 9-5-12 10-2-4 Plate Offsets (X,Y)-- [2:0-0-4,Edge], [5:0-4-0,0-3-0], [9:0-6-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.37 2-9 >255 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.91 2-9 >298 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC202OfTP12014 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=0-8-0, 6=Mechanical Max Horz 2=310(LC.9) Max Uplift 2= 358(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=-526/543 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; f=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, 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, Eiderior(2E) 23-6-10 to 27-6-4 zone; cantilever left exposed ; porch left ezposed;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. 0). 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 33810 Date: June 8,2021 A 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 properly incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or, chord members only. Additional temporary and permanent bracing MiTek° prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS11Tplr Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetylnformation 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 T24238731 2716557 B11S GABLE 1 1 Job Reference (optional) ounuers rlrsiJOurce trlant ldty, r-L), rlani lilty, rL - 000tot," - b.40U s May 1Z ZUZI MI I eK-Inaustrles, Inc. 1Un Jun 6 l b:b1:46 ZUZI rage l ID:193QGW BBpX3j RI87zeOm7kz5?ad-SF5PdOFfoaSomac7pxru27JeiyahJZj H 1 tuM6W z8xme ,-1-4-0, 8-6-0 10-4-0 11-1%0113-4.0 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 . 4x4 11 2x4 11 7 1 11 2x4 11. 2x4 II 3x4 _5:� 6 27 �I 4 1 12 2x4 11 4 11 5x6 7x10 = 5 m 13 36 4 3-0-0 3 30 29 32 26 m 2 dIt 11 x4 16 = 34 2x4 35 x II 0 38 39 40 412x4 I 2 5x12 i 2x4 II 8x12 II 33 23 22 21 20 19 18 17 24. ST1.5x8 — 2x4 11 2x4 11 2x4 11 2x4 II 5x8 = — STP . ' 6x8 = 2x4 II- 2x4 I 4-2-5 f[ bBE 37 3x6 14 3x6 15 IO 0 fv N O 4x8 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 WB 0.80 _ Horz(CT) 0.10 15 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH p 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 i 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. (Ib) -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, 19-33=499/442, 21-34=-289/506, 8-34=-268/493, 19-35=-344/219, 10-35=-357/239, 8-10=-623/598, 23-27=-857/414, 8-27=-926/461, 10-31 =-645/1 100, 31-32=-571/934, 16-32— 548/934, 3-30= 665/1047, 29-30=-666/1049, 28729=-666/1049 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat: 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10; Iriterior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-10-0, Interior(l) 15-10-0 to 23-4-6, Extedor(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 live load shown covers rain loading requirements specific to the use of this truss component. 5), Gable studs spaced at 2-0-0 oc. t) 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 691)4 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 .Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not '- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI/r•PII 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 aty Ply 1820 D 3CAR T24238731 2776557 B11S GABLE 1 1 Job Reference (optional) bUilUers mrstbource(Viant Cony, t-L), . Vlant Gny, 1-L - 33bb/, a.43U s May 12 2U21 MI I ek Industries, Inc. Sun Jun 6 16:51:46 2021 rage 2' ID:193OG W BBpX3jR187zeOm7kz5?ad-SF5PdOFfoaSomac7pxru27Jeiy8hJZjH1 tuM6 W zBxmB NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 23 lb 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 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-9=-54, 9-15=-54, 2-25=-20, 23-24=-20, 15-23=-20 Concentrated Loads (lb) Vert: 38=-10(F) 40=-9(F) 41=-9(F) 42=-9(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foren Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent _ Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSf/TP11 Quality Criteria, DSO-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 ' T24238732 2776557 C1 JACK 4 1• Job Reference (optional) buimers I-IrslSource kviant Glty, FL), . .t-cant Gay, I-L - 33bb1, 6.430 s May 12 2021 Mi I eK Industries, Inc. Sun Jun 6 16:51:46 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-SF5PdOFfoaSomac7pxru27Jp7yM5JIHH 1 tuM6W z8xmB -1-4-0 0-11-4 1-4-0 0.11-4 Scale = 1:7.6 Plate Offsets (X,Y)-- [2:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC o.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/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 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: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mpFi; 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 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:tniss 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 No.53681 MiTek USA, Inc. FL Cert 6634 6904•Parke East Blvd. Tampa FL 3381D 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Duality 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 . ' T24238733 2776557 CiV SPECIAL 6 1. Job Reference (optional) builders rlrstbource (F iant city, r-L), . .Nlant city, rL - 33567, E Plate Offsets (X,Y)-- [2:0-3-7,Edge 8.430 S may 12 2u21 ml I ek Industries, Inc. Sun Jun 6 16:51:47 2021 Page 1 I D:193QG W BBpX3j R 187zeOm7kz5?ad-w Rfnrj GHYuafOkBJNfM7aDsz9Mi K2CXRG W eveyz8xmA 1 4 0 0-11-4 " co r 19I9 as Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 023 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/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 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=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; 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 veri_fying 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 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 Ib,uplift at joint 3 and 200 lb uplift at joint 2. Michael S. Magid PE No,53681 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse:with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANS//TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty : Ply 1820 D 3CAR T24238734 2776557 C3 JACK 4 1. Job Reference (optional) t3wictors mrSt source trlant filly, rL), .mant tiny, rL - 33b6/, ti.43U s-may l2 zuzi ml I eK InaustneS, I= Sun Jun b I b:bl:4d 2uzi rage l ID:3xt4Yd6RbYnXO16Sf6ghjjz4cnz-OeC923GvJBi W Otm W wMtM7QO6EIOZnfnaVANTBOz8xm9 1-4-0 2-11-4 " 1-4.0 2-11-4 ST1.5x8 STP= 2-11-4 2-11-4 Scale = 1:12.7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.61 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 FBC202OfTP]2014 Matrix-P Weight; 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=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; 13=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) 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 6904;136rke East Blvd. Tampa FL 33819 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 properly Incorporate this design Into the overall building design. indicated is to buckling of Individual truss web and/or chord Additional temporary and permanent bracing MiTek' Bracing prevent membersonly. 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 Duality Criteria, DSB-69 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 T24238735 2776557 C3V SPECIAL 6 1 Job Reference (optional) Dueuera rnstauurce truant UlLy, rL/, rrarn i.ny, rL - aoaor, -1-4-0 41 0 0 o.4:7U s May 7Z euZI MI i eK Inousines, Inc. Jun Jun d i t7:oi:4t5 zuzi rage i I D:193QG W BBpX3j RI87zeOm7kz5?ad-OeC923GvJBi W Otm W wMtM7QO601OYnfnaVANTBOz8xm9 2-11-4 ST1.5x8 STP= 0 m n 66 Scale = 1:12.7 I Plate Offsets (X,Y)-- [2:0-3-15,Edge] LOADING (pso SPACING-. 2-0-0 CSI.. DEFL. in (loc) I/defl . Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 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 ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020l1'PI2014 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 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) 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 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 loads 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 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 45 lb uplift at joint 3 and 187 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 . 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE. MII-7473 rev. 5/19/2020 BEFORE USE. ° -Design valid for use only with MiTek® connectors. This design is based. only upon parameters shown, and is for an individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTPIf 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 .. I r T24238736 2776557 C5 JACK 4 1 Job Reference (optional) tsuuuers.rtrstaource triani uny, rLr, 1 rlani ully, rL - 330b/, tf.43u s iway l z zuzl mi I eK mDUSines, Inc. Jun Jun b l b:bl:4`J zuzl rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-sgmXGPHX4VgNd1 LiU4PbfexEV9KzW60kjg7Ojrz8xm8 -1-4-0 4.11-4 1-4.0. 4.11-4 Scale = 1:17.6 ST1.5xB STP = 4-11-4 4-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/defl Ud . PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 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; 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 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=184(LC 10) Max Uplift 3= 113(LC 10), 2=-192(LC 10) Max Gram 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. 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 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 Iive.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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 buckling of individual truss web and/ormembers only. Additional temporary and permanent bracing - A_chord prevent is always required for stability and to prevent collapse;with possible personal injury and property damage. For general guidance regarding the iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DSB=69 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 T24238737 2716557 C5V ,. SPECIAL 6 1. Job Reference (optional) butlderS I-irst5ource. (mant city, F-L), Plant city, hL - 33567, -1-4-0 0 ST1.5x8 STP = 6.43U s may 12 ZUZ1 mi I eK moustnes, Inc. Sun dun 6 16:bl:bU ZUZ1 rage 1 I D:193QG W BBpX3j Rl87zeOm7kz5?ad-KOKwTl l9rpyEFBwu2nwgCrUPyZgAFZGtyUsaFHz8xm7 4-11.4 Scale=:1:17.6 Plate Offsets (X,Y)-- [2:0-4-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 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: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 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=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. 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) zond& e;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 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 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 6904:1parke East Blvd. Tampa FL 33810 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse.with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANS11TFII Quality Criteria, DSO-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 T24238738 2776557 D01 S :COMMON 2 1 Job Reference (optional)" munaers rusmource triant uay, rLl, 1-4-0 1-4-0 4x4 ream uny, M - andor, 5-8-6 5-8-6 4.3-10 VAJU s May I ZUZ t IVn I eK Inousiaes, Inu. oun Jun o I o:0 Gou ZVZ I rage i ID:193OG W BBpX3j RI87zeOm7kz57ad-KOKw-n l9rpyEFBwu2nwgCrUOCZVRFW ytyUsaFHz8xm7 14-3-10 20-0-0 4x4 = 4 5x8 = . . . 20-0.0 Scale = 1:35.8 IT a a ' 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/defl L/d 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/TP12014 Matrix-SH Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. 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==89W741, 5-6=-1178/961 BOT CHORD 2-7=-687/1027, 6-7=-744/1012 WEBS 4-7=-367/558, 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. 11; 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, Exterjor(2E) 15-10-10 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 Ito uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904;12arke 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 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 Quality Criteria, DSB789 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 I russ russ I ype QtY Ply 1820 D 3CAR- T24238739 2776557 D03S GABLE ' 1 ') 1 Job Reference (optional) -auuoer5 riwouurce, riant UIV, rL. oapoa e,wu 5 wiay iL Luc i mi i eK mousmes; mc. ue dun O VO:G3:JU NL I raye i I D:193QG W BBpX3j R187za0m7kz5?ad-LpwYhwdwIXBZAFjva5SB7zd09mNeLv2mlzTHzNOz8Pux -1-4-0 B-0-0 10.0-0 12-0-0 20.0-0 1-4-0 8-0-0 2-0.0 2-0-0 B-0-0 Scale = 1:37.0 TOP CHORD MUST BE BRACED BY END JACKS, 46 = ROOF DIAPHRAGM, OR PROPERLY' CONNECTED ST1.5x8 STP = 10.0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X Y)-- [2:0-3-8 Edge], [2:0-2-8 Edge] [12:0-3-8,0-1-131, [13:0-4-0,0-3-4] 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 0.92 Vert(LL) 0.24 12-13 >986240 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 FBC2020ITP12014 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=0-8-0, 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=4185/1044, 4-5=-1140/1036, 5-6_ 1138/1117, 8-9=-1131/1098, 9-10=-1142/1040, 10711=-1161/981, 11-12=-1747/1705, 6-7=-1020/1067, 7-8=-1020/1067. BOT CHORD 2-21= 1453/1587, 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 589l741, 16-17=-590/742, 15-16=-590/742, 14-15=-599l749, 14-18=-596/746, 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) 1-10-1.0 to 4-0-0, Corner(3R) 4-0-0 to 16-0-0, Comer(3E) 16-0-0 to 19-10-4 zone;C-C for members and forces & MW FRS 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 ANSVTPI 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. &) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2=0-0 wide will fit between the bottom chord and any other members. 9) 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 06.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Job russ Truss Type QtY MY 1820 D 3CAR T24238739 2776557 D03S GABLE ' 1 1 Job Reference (optional) ulloers rusiz ource, rlanr uty, rL. SJ00n o.wu s May 14 ZUe 1 IWI I eK Inuusrrres, 1"0. 1 ue dun a umea;zu eu41 rage e ID:193QGW BBpX3j Rl87zeOm7kz57ad-LpwYhwdwIXBZAFjvaSB7zdO9mNeLv2mlzTHzNOz8Pux NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11 Ib down and 13 Ib up at1-0-0, 10 Ib down and 11 lb up at 3-0-0, 10 Ib down and 11 Ib up at 5-0-0, 10 lb down and 11 Ib up at 7-0-0, 10 Ib down and 11 lb up at 9-0-0, 10 Ib down and 11 Ib up at 11-0-0, 10 Ib down and 11 Ib up at 13-0-0, 10 lb down and 1.1 lb up at 15-0-0, 10 lb down and 11 lb up at 17-0-0, and 11 lb down and 13 Ito up at 19-0-0, and 20 lb down and 23 lb up at 21-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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: 1-6=-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) 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 design. Bracing indicated is to buckling of individual truss web members only. Additional temporary and permanent bracing MiTek' building prevent and/or chord 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 ANSUrPl1 Quality Criteria, DSB+99 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 Ply 1820 D 3CAR my T24238740 2776557 E1 SPECIAL 14 1 Job Reference (optional) t5unaers t-Irsibource kmant Gny, rLJ, man1 fitly, f-L - 33bb /, U.43U S'May 12 2U21 MI I eK Industries, Inc. 'Sun dun b 1 b:bl:bL 2U21 rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-G PSguRKPNQCyVV4H9CyIHGZgeNOgjTmAPoLgK9z8xm5 -1-4-0 1-0-0 r 1-4-0 1.0-0 - Scale = 1:7.8 g ](•1S•l1•l�l(1C 3 �)- 0.131 x3.5- TOENAILS 1.0-0 Plate Offsets (X,Y)-- [2:0-4-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 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 WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 6 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 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 Grav 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=0.18; MWFRS (directional) and C-C Extedor(2E) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 lb uplift at joint 2 and 23 lb uplift at joint 4. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 69g4 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not - .a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall rm building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° prevent is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the , , fabrication, storage; delivery, erection and bracing of trusses and truss systems, see . ANSLITPl1 Quality Criteria, DSB-89 and SCSI Building Component : 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type gty Ply 1820 D 3CAR T2423674i 2776557 E7 JACK 4 1 Job Reference (optional) builders F'trstSOUrce (Flan laty, t-L), mant Uty, t-L - 33567, 6.43U s May 12 ZUZ1 MI I eK Inaustrles, Inc. sun Jun 6 16:51:53 2021 F'age 1 " ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-IbO25nK28kKp6ff rjwTXgT6w5mdySwOJeS5Escz8xm4 -1-4-0 7-0.0 1-4-0 7.0-0 E JJIM - ST1.5xB STP= 7-0-0 7-0-0 m 0 C6 Scale = 1:23.5 Plate Offsets (X,Y)-- [2:0-1-4,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 . 0.52 Vert(LL) -0.11 2-4 >695 240 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 FBC2020/TP12014 Matrix-P Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing, directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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'dovers 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 No.53661 MiTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or,chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/lpll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 D 3CAR T24238742 2776567 E7V SPECIAL 10 1 Job Reference (optional) ouuuers rustauurce team uuy, rLl, .runt L.ny, rL - 0s001, =1-4-0 1 0 ST1.5x8,STP = t1.4JU s May i e ZUZ I NIr 1 ex Inausines, Inc. oun Jun o 1 o:Ol :D4 zuzl rage t - ID:1930G W BBpX3j RIB7zeOm7kz5?ad-DnaOJ7Lgv1 SfkoDfHd_mMhe5hAy9BNGTt6gnO2z8xm3 700 m t7 N 29 n Scale=1:23.2 l Plate Offsets (X,Y)-- [2:0-4-7,Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC - 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 Ito FT = 20% LUMBER- BRACING- . TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing. directly applied or 6-0-0 oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 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 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 ANSI/TPI 1 angle to grain formula. Building designershould 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 06.53681 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 for an individual building component, not . truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall . ,a building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse,with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd: . Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qtty Ply 1820 D 3CAR - T24238743 2776557 EiVP SPECIAL 7 1. Job Reference (optional) t5wiciers rlrsibource, trlant Laty, t-L), mam Glty, rL - 3356/," t3.43U s May 12 ZU21 MI I eK Industries, Inc. Sun Jun 6 16:51:54 2021 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cni-DnaQJ7Lgv1 SfkoDfHd_mMhe5sA_SBNGTt6gnO2z8xm3 '10 7-0-0 1-4-0 7-0-0 E 3x4 Scale = 1:23.3 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 >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 [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 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=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. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mp1h; 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 loatishown 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 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 181 lb uplift at joint 3, 327 lb uplift at joint 2 and,102 lb uplift at joint 4. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 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 verity 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 p /t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek" 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 aty Ply 1820 D 3CAR T24238744 2776557 H1 SPECIAL 3 1 Job Reference (optional) ouuuers nrsiaource trlarn Uny, rl-r, ream Lily, rt-- sJbor, 1 t5.4JU s may l z zuz1 mi I eK Inousines, Inc. I Sun dun b 1 b:bl :bb zuzl rage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-h_7pW SMIgLaW MyosgKV?vuBKBaQ2wgVc6maLwUz8xm2 1-4-4 1-4-4 ST1.5x8 STP = Scale = 1:7.6 1-4-4 1-4-4 Plate Offsets (X,Y)-- [2:0-2-4,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 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 FBC2020rrP12014 Matrix-P Weiaht: 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 N0.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: " June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI1TP11 Duality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type I gty Ply 1820 D 3CAR T24238745 2776557 H7 MONO TRUSS 2 1 Job Reference (optional) CUnders rlrst5ource (elan uny, i-L), Nlant Laty, t-L. - 33b6/, 6.43U S May 12 ZU21 MI I eK Industries, Inc. Sun Jun 6 16:51:56 2021 Hage 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-9AhBkoNwRfiNz6N2021 ES6kP6_b5fC8mKOJuTxzBxml 1-10-10 4-6-7 9-10-1 1-10-10 4-6.7 5-3-10 Scale = 1:23.0 JJl4 - ST1.5xB STP = - 467 910=1 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) I/deft L/d 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/TP12014 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 purlins. 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 377=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=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain -loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been :designed for a live load of 20.Opsf on the bottom chord in.all areas where a rectangle 3-6-0 tall 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 Ib down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and68 lb up at 4-3-11, 5 lb down acid 68 lb up at 4-3-11, and 50 lb down and 138 Ib up at 7-1-10, and 50 lb down and 138 Ib 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 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. 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) Vert: 1-4=-54, 2-5= 20 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33818 Date: June 8,2021 A WARNING - Verily 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 MiTekk@ connectors. This design is based only upon parameters shown, and is for an individual building component, not. a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse.with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPlr Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type r gty Ply 1820 D 3CAR . T24238745 2776557 H7 MONO TRUSS 2 1, Job Reference (optional) tyuuaers rlrsibource tt-iant Gny, t•L), t ian1 litty, t-I-- JJbbt, t1.43U s May 12 ZUG7 MI I eK Inaustnes, Inc. bun dun 6 l b:bl:bb 2U21 rage Z ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-9AhBkoNwRfiNz6N2021 ES6kP6_b5fCBmKOJUTxz6xm1 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, B=11) 11=-51(F— 25, B=-25) 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 MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type t ;, 4ty Ply 1820 D 3CAR T24238746 2776557 H7V SPECIAL. 3 1 Job Reference (optional) builders mrst5ource (Plant cRy, f-L), manl city, FL - 33567, 8.430 s May 12 2021 Mil ek Industries, Inc. Sun Jun 6 16:51:b7 2021 Page 1 ID:193QGW BBpX3j RI87zeOm7kz5?ad-dMFZx8NYCygEbGyEylYT_JGcDOzJOfpvZ43R?Nz8xm0 -1-10-10 5-4-1 9-10-1 Scale = 1:22.9 T N 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 CSI.. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.61 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight; 41 lb FT = 20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 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 Structural wood sheathing. directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-11-4 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall, 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. Buildingdesigner 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 6804Parke 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 property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse. with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and 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 n (sty Ply 1820 D 3CAR . T24238746 2776557 H7V SPECIAL 3 1 Job Reference (optional) tyunaers rlrslbource. kmant GRy, r-L), man1 Gay, t'L - JJb6/, 6.43U S May 12 ZU21 MI I eK InaustrleS, Inc. bun Jun ti I b:bl:bI 2U21 rage 2 ID:193QG W BBpX3j R187zeOm7kz5?ad-dM FZx8NYCygEbGyEyIYT_JGcDOzJOfpvZ43R?NzBxm0 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11, B=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 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " q prevent Is always required for stability and to prevent collapsewithpossible personal injury and property damage. For general guidance regarding the . . iTek' fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type _ 1 ) 9ty Ply 1820 D 3CAR T24238747 2776557 K01 HIP. GIRDER 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL); Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:51:58 2021 Page 1 I D:193QG W BBpX31 RI87zeOm7kz5?ad-5ZpxeUOAzGy5DOXRW T3iXXppAnDT7012oko?Xpz8xm? 10-3-0 5-3-12 . 9-9-0 1Q-0 0 14-e-4 20-0-0 53-12 - 4-5-4 4-54 53-12 0-3-0 ' Scale = 1:35.6 4x4 = R 1T v 0 3x8 G 3x8 I 5x6 — 7x8 — 3x8 I I - ST1.5x8 STP = ST1.5x8 STP = 3x8 10-3-0 . i 5-3-12 9-9-0 1q-0rr0 14-8-4 5-3-12 4-5-4 -3-0 520-0-0 -3-12 4-5-4 5.3-12 0-3-0 Plate Offsets (X,Y)-- [1:0-2-10,0-1-81, [5:0-2-10,0-1-81, 17:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 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 FBC2020/TP12014 Matrix-SH Weight; 217 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. 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), 6=-1908(1-C 8) Max Gram 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 279=-845/1915, 2-7=-2242/1171, 4-7=-1799/1137, 4-6=-809/1491, 3-7=-195413772 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected. as follows: 2x4 -1 row at 0-9-13 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right.exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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.53681 MiTek USA, ]fie. FL Cart 6634 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 Mll-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown; and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing. of trusses and truss systems, see . ANSVTP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. ' Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type r I 1 gty. Ply 1820 D 3CAR T24238747 2776557 K01 HIP GIRDER 1 2 Job Reference (optional) Lsunaers mrs bource imani l:ny, t-L), rlant t ay, l-L - :10bb/, t5.43U S may 1 z zuz1 mi I eK Inaustries, Inc. Sun Jun 6 16:b1:bb zuzl rage 2 ID:193QG W BBpX3) RI87zeOm7kz5?ad-5Zpx8UOAzGy5DQXRW T3iXXppAnDT7012oko?Xpz8xm? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 6= 158(F) 10=-719(F) 11=-719(F) 12=-735(F) 13=-735(F) 14 735(F)15=-735(F)16=-599(F) 17— 695(F) ® 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing, of trusses and truss systems, see . ANS11TPl1 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 s 9ty Ply 1820 D 3CAR T24238748 2776557 K02 Hip 1 1, Job Reference (optional) 6ulaers mrslaource trlanl Vlly, rL), riani Vny, rL - 50001, 0.4J1.1 s IYtay 1 e ZUZ t NII I eK Inauslnes, Inc. Dun Jun 0 10:01:OU ZUel rage 1 I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-ZI NJ M q Poka4yga6d3Aax3kM_yBeyschC 1 0YY4 Fz8xm_ 1-4-0 4.6-9 9-0-0 11-0-0 15-5-6 20-0-0 21-4-0 1-4-0 4-6.9 4-5-7 2-0-0 ' 4-5-7 4-6-10 1-4-0 J 4x4 = 4 44 = 5 Scale = 1:36.9 � I , .. — — 3x4 = 4x6 = 3x4 = — I — 4x4 = 4x4 = . 9.0-0 11.0-0 20-0.0 9-0-0 2-0.0 9-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.14 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.29 7-9 >804 180, BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 95lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=212(LC 9) Max Uplift 2= 463(LC 10), 7=-463(LC 10) Max Grav 2=805(LC 1), 7=805(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. . FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250, (lb) or less except when shown. TOP CHORD 2-3=-1168/888, 3-4=-914/686, 4-5= 768/690, 5-6=-914/686, 6-7=-1168/888 BOT CHORD 2-11— 609/1074, 9-11=-285/768, 7-9==609/1000 WEBS 3-11=-348/361, 4-11=-94/261, 5-9— 94/261, 6-9= 350/361 NOTES- 1) Unbalanced roof live loads have been considered for. this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124rnph; 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) -14-0 to 2-7-10, Interior(1) 2-7-10 to 3-4-11, Exterior(2R) 3-4-11 to 16-7-5, Interior(1) 16-7-5 to 17-4-6, Extedor(2E) 174-6 to 21-4-0 zone; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building -Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements, specific to the use of this truss component: 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 2 and 463 lb uplift at joint 7. Michael S. Magid PE No.53661 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITprK• prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss. Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa,.FL 36610 Job Truss Truss Type e l gty Ply 1820 D 3CAR. T24238749 2776557 K03 HIP GIRDER 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 16:52:00 2021 Page 1 I D:193QG W BBpX3j Rl87zeOm7kz5?ad-1)DdZAQRVtCpSjhpdu5Acyu1 cbzOb2FLF2H5biz8xlz 1-4-0 7-0.0 10-0-0 13-0-0 20.0-0 21-4-0 1-4-0 7-0-0 3.0-0 3.0.0 7-0-0 1-4.0 4x6 = 10 iE 4xB = Scale = 1:36.9 ST1.5x8 STP = 3x4 = 4x4 = 2x4 11 6.1 1.5x8 SIP = 3x4 3x4 7-0-0 13-0-0 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X,Y)-- [2:0-2-10,0-1-81, [3:0-3-8,0-2-01, [4:0-5-4,0-2-01, [5:0-2-10,0-1-81 LOADING (psf) SPACING- . 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.11 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.16 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight.,86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except TOP. CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT-CHORD : Rigid ceiling directly applied or 6-1-2 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-171(LC 6) Max Uplift 2= 782(LC 8), 5=-797(LC 8) Max Grav 2=1298(LC 1), 5=1309(LC 1) . FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2184/1170, 3-4=-1875/1115, 4-5=-2205/1201 BOT CHORD 2-9=-871/1855, 7-9= 900/1893, 5-7= 898/1874 WEBS 3-9= 94/590, 4-7=-45/585 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); end vertical left and.right exposed; 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 otherlive loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a.rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.782 lb uplift at joint 2 and 797 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 164 lb up at 7-0-0, 87 lb down and 164 lb up at 9-0-12, and 87 lb down and 164 lb up at 10-11-4, and 121 lb down and 297 lb up at 13-0-0 on top chord, and 267 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 267 lb down and 137 Ib up at 12-11-4 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 (plo Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) .Vert:3=-87(B)4=-121(B) 9=-267(B) 7=-267(B)10= 87(B) 11=-87(B) 12=-40(B) 13=-40(B) Michael S. Magid PE NoM681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: . June 8,2021 .Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSIITP11 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 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'1/1 fi Ir O 2 U 0- 0 For 4 x 2 orientation, locate plates 0- 1119' from outside edge of truss. 6-4-8 dimensions shown.in ft-in-sixteenths (Drawings not to scale) 2 3 8 7 6 5 _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. - ❑ fr 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building F- M 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 This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT.FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. * 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: ANSITTPII: 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. 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. 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/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.