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HomeMy WebLinkAboutTRUSS PAPERWORKSite Information: Customer Info: PACE 2000 Lot/Block: Address: MOCO LANE, City: PORT SAINT LUCIE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber, values established by others. MiTek USA, Inc. 6904 Parke East Blvd. Project Name: REVEL Model: SCANNEDTampa, FL 33610-4115 Subdivision: State: FL Sf. LUCIe rOUYrYi Name Address and License # of Structural Name: Address: City: Engineer of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code:. FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 67 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T17610505 Al 7/16/19 23 T17610527 2 T17610506 A2 7/16/19 24 T17610528 3 T17610507 A3 7/16/19 25 T17610529 4 T17610508 A4 7/16/19 26 T17610530 5 T17610509 A5 7/16/19 27 T17610531 6 T17610510 A6 7/16/19 28 T17610532 7 T17610511 A7 7/16/19 29 T17610533 8 T17610512 AB 7/16/19 30 T17610534 9 T17610513 A9 7/16/19 31 T17610535 10 T17610514 A10 7/16/19 32 T17610536 11 T17610515 B1 7/16/19 33 T17610537 12 T17610516 B2 7/16/19 34 T17610538 13 T17610517 B3 7/16/19 35 T17610539 14 T17610518 B4 7/16/19 36 T17610540 15 T17610519 C1 7/16/19 37 T17610541 16 T17610520 C2 7/16/19 38 T17610542 17 T17610521 C3 7/16/19 39 T17610543 18 T17610522 C4 7/16/19 40 T17610544 19 T17610523 C5 7/16/19 41 T17610545 20 T17610524 C6 7/16/19 42 T17610546 21 T17610525 C7 7/16/19 43 T17610547 22 T17610526 CB 7/161/19 44 T17610548 Truss Name Date C9 CJ1 CJ4 CJ5 CJ6 CJ7 CJ11 CJ12 CJ13. CJ21 CJ41 D1 D2 D4 EJ4 EJ31 EJ32 EJ41 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek orTRENCO. Any project specific information included is for MTek'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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. f ID :)IDS • �ICj ,a G O W u uI#A �0 qER P, N , No 22839 90 : STATE OF0. P. *-:: �O R 1 D • , �jN s#ONA' Waller P. Finn PE No.22839 Mlrek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R. 33610 oats: 16,2019 Finn, Walter 1 of 2 RE: 1623950-GHO-33FL - Site Information: Customer Info: PACE 2000 Project Name: REVEL Model: Lot/Block: Subdivision: Address: MOCO LANE,. City: PORT SAINT LUCIE State: FL No. Seal# Truss Name Date 45 T17610549 EJ71 7/16/19 46 T17610550 EJ72 7/16/19 47 T17610551 EJ73 7/16/19 48 T17610552 EJ74 7/16/19 49 T17610553 EJ75 7/16/19 50 T17610554 G1 7/16/19 51 T17610555 G2 7116/19 52 T17610556 G3 7/16/19 53 T17610557 G4 7/16/19 54 T17610558 HA 7/16/19 55 T17610559 HJ3 7/16/19 56 T17610560 HJ7 7/16/19 57 T17610561 HJ31 7/16/19 58 T17610562 HJ32 7/16/19 59 T17610563 HJ81 7/16/19 60 T17610564 K1 7/16/19 61 T17610565 K2 7/16/19 62 T17610566 K3 7/16/19 63 T17610567 M1 7/16/19 64 T17610568 M2 7/16/19 65 T17610569 V1 7/16/19 66 T17610570 V2 7/16/19 67 T17610571 V3 7/16/19 2of2 Job Truss Truss Type I Oty Ply T17610505 1623950-GHO-33FL Al Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jun 82019 MiTek Industries, lnc. Tue Jul 16 10:48:48 2019 2x4 5x6 = 6.00 12 ST1.5xB STP = 5T1.5x8 STP = 4x6 = 3x6 II - 3x4 = 3x4 = Scale = 1:74.6 LOADING (PSI TOLL 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 Inor NO Code FBC2017/TPI2014 CSI. TC 0:59 BC 0.87 WB 0.86 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdetl Ud -0.19 13-14 >999 360 -0.43 13-14 >880 240 0.09 10 n/a Na 0.11 10-11 >999 240 PLATES, GRIP MT20 244/190 Weight: 220 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puriins, 1-4,8-10: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-17: 2x4 SP No.3, 10-12,12-14: 2x4 SP No.1 3-5-0 oc bracing: 16-17 WEBS 2x4 SP No.3 *Except' 2-18: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 18=137/0-8-0, 17=2148/0-8-0, 10=1692/0-8-0 Max Horz 18=224(LC 11) Max Uplif.18=-154(LC B) Max Grav 18=159(LC 23), 17=2148(LC 1), 10=1692(LC 1) FORCES. (lb) - Max Comp./Max Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 3-4=1946/121, 4-5=-2337/17, 5-6=-2467/377, 6-7= 2790/383, 7-8=-2660/79, e-9=-2996/295, 9-10=-3200/518, 2-18=-125/436 BOT CHORD 16-17=-2097/208, 3-16= 2037/231, 14-15=0/1708, 13-14=0/1915, 11-13=0/2622, 10-11=-337/2782 WEBS 5-14=-544/146, 3-15=0/1996, 6-14=-384/426,6-13=446/1075, 7-13=-545/154, 4-15=-764/0,4-14=0/613,8-13=-401/501,8-11=-175/303, 9-11=-191/452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-4 to 4-5-0, Interior(1) 4-&0 to 18-2-0, Extedor(2) 18-2-0 to 24-2-0, Inte Ior(1) 24-2-0 to 36-0-0 zone;: cantilever left and right exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost 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, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 18=154. 6) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13. 14. 15, 16, 17. 18, 19. 20, 21, 22, 23, 24, 25, 26 hasmave been modified. Building. designer must review loads to verify that they are correct for the intended use of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 16-2-0, and 500 Waller P. Finn PE No.22839 lb down at 20-2-0 on top chord. The desigNselection of such connection device(s) is the responsibility of others. G 34 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MRek U6984PMSke EastA, Inc. FLCart Cart 6666 Tampa FL 97810 LOAD. CASE(S) Standard Date: JUN 16.2019 Q WARNING- Vedlx design parameters and READ NOTIFSON MIS AND WCLUDED MpEIC REFERANCE PAGE MIP74M rev. Vv%SGa15 BEFORE USE Design valid for use only with MirelOD connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a hum system. Before use, ire building designer must verify Me applicability of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible person Injury antl property damage. For general guidance regarding the fabrication, storage: delivery. erection and bracing of trusses and truss systems seeANSVTFII Quality CdlMda, D8849 and BCSI Balding Component 69M Parke East BNd. Safety lnformationavollabie from Truss Rate Institute. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314, Tampa, R. 33610 Jab Truss x Oty Ply ]:Tnues 1623950.GH0-33FL Al o 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, - 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:48:48 2019 Page 2 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-1 SY436oMKu9FgVDyKkwgbmgzK307_hS2pD_TTvryxWET LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-21=-54,6-21=-114(F=-60), 6-22=-114(F=-60), 10-22=-54, 17-18=-20, 10-16=-20 Concentrated Loads (lb) Vert: 21=-500(F) 22=500(F) 2) Dead +0.75 Roof Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=44, 2-21=-44,.6-21=-104(F=-60), 6-22= 104(F=-60), 10-22=-44{ 17-18=-20, 16-25= 20, 25-26=-50, 10-26= 20 Concentrated Loads (lb) Vert: 21=-500(F) 22=500(F) 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Van: 1-2=-14, 2-21=-14,.6-21=-74(F- 60), 6-22=74(F=-60),.10-22=-14,17-18=-40,1D-16=-40 Concentrated Loads (Ib) Vert: 21=-500(F)22=-500(F) 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1:. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ ' Vert: 1-2=133, 2-3=80, 3-21=54, 6-21=-6(F=-60), 6-22=20(F=60), 22-23=80, 10-23=54, 17-18=-10, 10-16=-10 Harz: 1-2=-141, 2-3=-88, 3-6=-63, 6-23=88, 10-23-63 Concentrated Loads (lb) Veit: 21=-500(F) 22= 500(F) 5) Dead +0.6 C-C. Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=43, 2-20=54, 20-21=80, 6-21=20(F=50), 6-22=5(F=-60), 22-24=54, 10-24=80, 17-18=-10, 10-16=-10 Hoe 1-2=-51, 2-20=-63, 6-20=-88, 6-24=63, 10-24=88 Concentrated Loads (Ib) Vert: 21=-500(F)22=-500(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=5, 2-21=-45, 6-21=-105(F=-60), 6-22= 105(F=-60), 10-22=-45, 17-18=-20, 10-16=-20 Horz: 1-2=-19, 2-6=31, 6-10- 31 Concentrated Loads (lb) Vert: 21=-500(F) 22=-500(F) 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-33,2-21=-45, 6-21=-105(F= 60), 6-22=-105(F=-60), 10-22=-45, 17-18=-20, 10-16=-20 Horz: 1-2=19, 2-6=31, 6-10= 31 Concentrated Loads (lb) Vert: 21=-500(F) 22=-500(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36, 2-21=10, 6-21=-50(F=-60), 6-22=-28(F=60), 10-22=32, 17-18=-10„10-16=-10 Horz: 1-2=-44, 2-6=-18, 6-10=40 Concentrated Loads (lb) Vert: 21=-500(F) 22=-500(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=20, 2-21=32, 6-21=-28(F=-60), 6-22=-50(F=-60), 10-22=10, 17-18=-10, 10-16=-10 Horz: 1-2= 29, 2-6=-40, 6-10=18 Concentrated Loads (Ib) Vert: 21=-500(F)22=-500(F) 10) Dead+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Unifor t Loads (pIQ. Vert: 1-2=-8, 2-21=-19, 6-21=-79(F=-60), 6-22=-57(F=-60), 10-22=3, 17-18=-20, 10-16=-20. Horz: 1-2=-6, 2-6=5, 6.10=17 Concentrated Loads (Ib) Vert:21=-500(F) 22= 500(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-21=3, 6-21=-57(F=-60), 6-22=-79(F=-60), 10-22- 19, 17-18=-20, 10-16=-20 Horz: 1-2=29, 2-6= 17, 6-10=-5 Concentrated Loads (lb) Vert: 21=-500(F)22=-500(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) fat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36, 2-21=47, 6-21- 13(F=-60), 6-22=-33(F=-60),10-22=27, 17-18=-10, 10-16=-10 Horz: 1-2=-44, 2-6=-56, 6-10=35 Concentrated Loads (Ib) Vert: 21_ 500(F) 22=.500(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-21=27, 6-21=-33(F=-60), 6-22=-13(F=-60), 10-22=47, 17-18- 10, 10-16=-10 Horz: 1-2=-24, 2-6=35, 6-10=56 Concentrated Loads (Ib) Vert: 21=-500(F) 22=-500(F) WARNING- Vedrydesign parsmefers and BEAD NOTES ON TN/SANDINCLUDED MBEKREFERANCE PAGE MX74M my.14 015 BEFORE USE Design valid for use only with Mrek6connecars. IDla design b based only upon parameters shown, and Is for an individual bul ding component, not a nuns system. Before use, the building designer must verity the appllccbillly of design parameters and properly Incorporate this design Into Poe overall bulldingdeslgn. BradngIndicated lstoPrevent buckling ofIndividual truss web and/or chord members only. Additional temparayand permanentaacing 6 always required for stability and to prevent collapse with possible personal kyun' and property damage. For general guldonce regarding the fabrication, storage. delivery. erection and bracing of Moses and frusa systems meANSUVII Guolpy Cdfedo, DS8419 and 001 Building Component Safety N/otmolbrgvolloble from Trues Plate Mstli 218 N. Lee Street, Suite 312 Alexandria, VA 22314, MiTew 69M Parke East BNd. Tampa, FL 33610 Job Thus Type • � Trus ]Truss 1623950-GHO-33FL Al Special jOtyp�jyT17610505 mar Source. Plant ury, rIL - 32566, 6.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:48:48 2019 Page 3 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-1 SY436oMKu9FgVDyKkwgbmgzK307_hS2pE TTwyxWE-r LOAD CASE(S) Standard 14) Dead+ 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=36, 2-21=47, 6-21=-13(F=-60), 6-22=-33(F=-60), 10-22=27, 17-18=-10, 10-16=-10 Hoe 1-2=-44, 2-6=-56, 6-10=35 Concentrated Loads (Ib) Vert: 21=-500(F) 22=-500(F) 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-21=27, 6-21=-33(F=-60), 6-22=-13(F=-60), 10-22=47, 17-18=-10, 10-16=-10 Hoe 1-2= 24,2-6=-35,6-10=56 Concentrated Loads (Ib) Vert: 21=.500(F) 22=500(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel:. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=30, 2-21=19, 6-21=-41(F=-60), 6-22= 62(F=-60), 10-22= 2, 17-18=-20, 10-16=-20 Horz: 1-2=-44, 2-6=-33, 6-10=12 Concentrated Loads (lb) Vert: 21=-500(F)22=-500(F) 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=10, 2-21=-2, 6-21=-62(F= 60), 6-22=-41(F- 60), 10-22=19, 17-18=-20, 10-16=-20 Horz: 1-2=-24, 2-6=-12, 6-10=33 Concentrated Loads (lb) Vert: 21=-500(F)22=-500(F) 18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (pIQ' Vert: 1-2=-14, 2-21=-14, 6-21=-74(F=-60),6-22=-74(F=-60), 10-22=-14, 17-18=-20, 16-25= 20, 25-26=-60, 10-26=-20 Concentrated Loads (Ib) Vert: 21=-500(F) 22=-500(F) 19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(p8) Vert: 1-2= 39, 2-21=-48, 6-21- 108(F=-60), 6-22=-91(F=60), 10-22=-31, 17-18=-20, 16-25=-20, 25-26=-50, 10-26=-20 Hoa: 1-2=-5, 2-6=4, 6-10=13 Concentrated Loads (lb) Vert: 21=-500(F) 22=-500(F) 20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-23, 2.21=-31, 6-21=91(F=-60), 6-22=-108(F=-60), 10.22=-48, 17-18=-20, 16-25=-20, 25-26=-50, 10-26=-20 Horz: 1-2=-21, 2-6=-13, 6-10=-4 Concentrated Loads (lb) Vert: 21=-500(F)22=-500(F) 21) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-11, 2-21=-19, 6-21=79(F=-60), 6-22= 95(F=-60), 10-22=-35, 17-18=-20, 16-25=-20, 25-26=-50, 10-26=-20 Horz: 1-2=-33, 2-6=-25, 6-10=9 Concentrated Loads (lb) Vert: 21=-500(F) 22=-500(F) 22) Dead +0.75 Roof Live '(bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-26, 2-21=-35, 6-21=-95(F=-60), 6-22= 79(F=-60), 10-22_ 19, 17-18=-20, 16-25=-20, 25-26=-50, 10-26=-20 Horz 12=-18,2-6=-9,6-10=25 Concentrated Loads (lb) Vert: 21=-500(F)22=-500(F) ' 23) tat Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-21=-54, 6-21=-114(F=-60), 6-22=-74(F=50), 10.22=-14, 17-18=-20, 10-16=-20 Concentrated Loads (Ib) Vert: 21=-500(F) 22=-500(F) 24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-14, 2-21= 14, 6-21=-74(F=60), 6-22=-1 14(F=-60),10-22=-54, 17-18=-2Q, 10-16- 20 Concentrated Loads (lb) Vert: 21=-500(F)22- 500(F) 25) 3rd Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-44, 2-21=-44, 6-21=-104(F=-60), 6-22=-74(F=-60), 10-22= 14, 17-18=-20, 16-25= 20; 25-26=-50, 10-26=-20 Concentrated Loads (Ib) Vert: 21=-500(F)22=-500(F) 26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-14, 2-21= 14, 6-21=-74(F=-60),6-2P= 104(F=-60), 10-22=-44, 17-18=-20, 16-25=-20, 25-26=-50, 10-26=-20 Concentrated Loads (lb) Vert: 21= 500(F) 22=-500(F) O WAHNINO-yedfydeslgnpsrametersend HEAD NOTES Ot4MM NDWCLUDEDM!(EKBEFENANCEPAGEMIP74M.re.. IDAGQOISBEFOHE USE Design valid for use only with MTekM connectors. This design a based only upon parameters shown and Is for an Individual building component not a truss system. Before use, he building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of hdMduol buss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse wlh possible personal Injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of truces and truss systems seeANSUIPII QuaBts. Criteria, DSB49 and BCSI Building Component Safely tnfonnationavoilcble from MIA 69M Parke East Blvd. Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA Tampa, FL 33610 Job Truss J=wsspy-:81- uu,mem r,mi wmcu, rem r,ny, r�- ozoao, u B.24V s Jun B 2a19 Mex measures, Inc. I ue Jul 10 1 U:40:a1 zulr �q 2x4 6.00 12 17 20 19`— — - L1 14 3x9 = ST1.5xB STP = 4x6 11 4x8 = 2x4 II ST1.5x8 STP = SX6 = 6 16 5xB = 15 sxe azs 13 = = Scale = 1:83.0 7x10 = 2.4 II 9 10 1C? ,m I 12 11 2x4 11 ST1.5xB STP = 6x8 = 4-5-0 4-9H0 9-0-0 14-0.0 18-2.0 i 22-4.0 27-0-0 33-2-0 1 r 4-5.0 a-4-0 4-T-0 a-fwn d-2-n d.2.n d:R.n a�.n d.d.n Plate Offsets (X h-- - 14:0.3-0 0-3.01 [8:0-3-0 0-3-0](9:0-7-0 Edge] f16:0-4-00-3-01 (17:0.3-8 0-1-8] I19:0-3-0 0-0-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) /deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.26 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.51 15-16 >772 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Hom(CT) 0.12 11 rda Na BCDL 10.0 Corte FBC2017/fP12014 Matrix-SH Wind(LL) 0.29 12-13 >999 240 Weight: 235 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD 9-10,1-4:2x4 SP No.2 BOTCHORD 2x4 SP No.2 'Except* BOTCHORD 3-19: 2x4 SP No.3, 11-14: 2x4 SP NoA WEBS 2x4 SP No.3'Except' WEBS 2-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1714/0-6-0, 20=88/0-8-0, 19=2275/0-8-0 Max Harz 20=273(LC 12) Max Uplift 11=-639(LC 13), 20=-81(LC 8), 19=-807(LC 12) Max Grav 11=1714(LC 1), 20=124(LC 23), 19=2275(LC1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-153/291, 3-4=-1988/1349, 4-5=-2422/1704,5-6=-2552/1992, 6-7=-2972/2253, Structural wood sheathing directly applied or 3.7-11 oc puffins, except end verticals. Rigid ceiling directly applied or 3-9-9 oc bracing. Except: 3-1-0 oc bracing: 18-19 1 Row at midpt 9-11.6-15 7-8=-2859/1985, 8-9=3369/2204, 2-20=-92/319 BOTCHORD 19-20=-258/134, 18-19=-2220/1483; 3-18=-2158/1499, 17-18=-307/159, 16-17-1140/1729,15-16=-1133/2011,13-15=-1871/2962, 12-13=-2611/3983, 11-12=-2601/3988 WEBS 5-16=-544/666, 7-15=-509/628, 3-17=-1262/2128, 9-11=-4190/2720, 4-17=-823/574, 4-16=-259/657,8-15=-647/535, B-13=-165/415, 9-13=-10491762, 6-16=-451/395, 6-15=-1023/1209 NOTES- 1) Unbalanced roof live (gads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secrond gust) Vasd=132mph; TCDL=4.2ps1; BCDL=S.Opsft h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=t60 plate grip DOL=1.60 3) C-C wind load user defined. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 20 except 01=11a) 11=639. 19=807. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16. 17, 18, 19. 20. 21, 22, 23, 24, 25, 26 has/have been modified. Wager P. Finn PE No.22839 Building designer must review loads to verify that they are correct for the intended use of this truss. MTek USA, Inc. FL Celt 6634 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 473 lb up at 6904 Parke East Blvd. Tampa FL 33810 16-2-0, and 500 Ib down and 473 lb up at 20-2-0 on top chord. The design/selection of such connection device(s) is the Date: responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Ju1V 16,2019 ®WARNING -Verity OeslSn pammetera end READ NOTES ON MMANDMCLUDWWEKREFFAANCEPAGEMM17MT v. f&DYf0158EFORE USE resign valid for use only W h Wrists connectors. This design b based only upon parameters shown, and Ls for an Individual building component, not a huss system. Before use, the building designer must verify the oplarcotAlry of design parameters and property Incorporate trds design Into the overall building design. Bracing lndlaoted is to prevent bucNing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wM possible personal injury and property damage. For general guidance regarding the fabrication, storage, delWry, erection and bracing of trusses and truss systems maANftnPI I GualBy Clarets. DSB49 and BC51 Building Component Sahty mformationcivailoble from Truss Plate InaPoute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. ��- M!Tek' 6904 Parke East Blvd. Tampa, FL M610' Job Truss Truss Type r r OtY Ply T17610506 1623950-GHO33FL A2 Roof Special 1 1 Job Reference loot ona0 Builders First Source, Plant C4ty,, FL- 32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:48:51 2019 Page 2 ID:PGhz4yDMsRbsFNSgGp23J7y5woJ-R1 DDi8rFdpXghyyX?sTNDO5U8HNoB12UWBC74FyxWEO LOAD CASE(S) 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2= 54, 2-23=.54, 6-23=-114(F=-60), 6-24=-114(F=60), 9-24=-54, 9-10=-54, 19-20=-20, 11-18=-20 Concentrated Loads (III) Vert: 23=-500(F) 24=-500(F) 2) Dead +0.75 Root Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-44, 2-23=.44, 6-23=-104(F=-60), 6-24=-1D4(F=60), 9-24=.44, 9-10=-44, 19-20=-20, 18-26=-20, 26-27=-50, 11-27=-20 Concentrated Loads (lb) Vert: 23=-432(F)24=-432(F) 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2= 14, 2-23=-14, 6-23=-74(F=-60), 6-24= 74(F=-60), 9-24=-14,9-10=-14, 19-20=-00, 11-18=-40 Concentrated Loads (Ib)' Vert: 23=-365(F) 24=-365(F) 4) Dead+ 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=133, 23=80, 3-23=54, 6-23- 6(F= 60), 6-24=20(F=-60), 24-25=80, 9-25=54, 9-10=61, 19-20=-10, 11-18=-10 Ham: 1-2=-141, 2-3=68, 3-6=-63, 6-25=88, 9-25=63' Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=473(F) 24=473(F) 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert:12=43,2-22=54, 22-23=80,6-23=20(F- 60),6-24=-6(F=-60),9-24=54, 9-10=74,19-20=-10,11-18=-10 Harz: 1-2=-51, 2-22=-63, 6-22=88, 6-9=63 Drag: 9-10=-0 Concentrated Loads ill Vert: 23=473(F).24=473(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=5, 2-23=-45, 6-23=-105(F=60), 6-24=-105(F=60), 9-24=-45, 9-10=38, 19-20= 20, 11-18=-20 Harz: 1-2=-19, 2-6=31, 6-9=-31 Drag:.9-10=0 Concentrated Loads (lb) Vert: 23=-437(F) 24=-437(F) 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=l.6q Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-33, 2-23=-45, 6-23_ 105(F=-60), 6-24=-105(F=60), 9-24=45, 9-10- 38, 19-20=-20, 1 t-18=-20 Ham: 1-2=19, 2-6=31, 6-9=-31 Drag: 9-10=0 Concentrated Loads (lb) Vert: 23=-437(F) 24=-437(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36,2-23=10,6-23=-50(F=-60),6-24=-28(F=-60),9-24=32,9-10=27,19-20=-10,11-18=-10 Hoe: 1-2= 44, 2.6=-18, 6.9=40 Drag: 9-10=-0 Concentrated Loads (Ile) Vert: 23=147(F)24=147(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal). Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=20, 2-23=32, 6-23= 28(F=-60), 6-24=-50(F=60), 9-24=10, 9-10=47, 19-20=-10, 11-18= 10 Harz: 1-2=-29, 2-6=-40, 6-9=18 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-8, 2-23=-19, 6.23=-79(F=60), 6-24=-57(F= 60), 9-24=3, 9-10=-2, 19-20=-20, 11-18=-20 Harz: 1-2=-6, 2-6=5, 6-9=17 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=-308(F) 24=-308(F) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-23=3, 6-23=-57(F=60)r 6-24=-79(F=-60), 9-24=-19, 9-10=19, 19-20=-20, 11-18=-20 Hom: 1-2=-29, 26=-17, 6-9=-5 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=-308(F)24=-308(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) rat Parallel: Lumber Increase=1.60, Plate Increase=1.60 AWARNING -9erilPEeslgmparsmet4rsanCREADNO7ESONMSANDMCLUDEONmEKREFERANCEPAGENIL74Mmn 10N32015BEFOREUIZ Design valid for use only with Mrell+ connectors. Thls design 6 based only upon parameters shown. and Is for on individual building component, not a fruss system. Before use, the building designer must yell the opplicoblllly of design parameters end properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing Is always requlredfor stability and to prevent collapse with possible personal"ury and properly damage. For general guldonce regarding the fobricaflon, storage, delivery, erectlon and bracing of trusses and truss Mtems seeANSVIPil DualMy CMsda, DSB49 and ICSI building Companont Safety Infarmm afbvoilable from Truss Rant Instil 218 N. Lee Street. Sufe 312, Nexontltlo. VA 22314. MiTek' 69U Parke East Evil. Tampa, FL 33610 Job Truss Truss Type • • Qty ply T17610506 1623950-GHO-33FL A2 Roof Special 1 7 Job Reference (optional) Builders First SourDs, Plant City, FL - 32566, 8.240 s Jim 8 2019 MiTek Industries, Inc. Tue Jul 16 10:48:51 2019 Page 3 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ.R1 DDi8rFdpXghyyX7sTNDOSUBHNoB12UWBC74FyxWEQ LOAD CASE(S) Uniform Loads (pIQ' Vert: 1-2=36, 2-23=47, 6-23=-13(F= 60), 6-24=-33(F= 60), 9-24=27, 9-10=27, 19-20=-10, 11-18=-10 Horz: 1-2=-44, 2-6=-56, 6-9=35 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-23=27, 6-23=-33(F=60), 6-24=-13(F- 60), 9-24=47, 9-10=47, 19-20=-10, 11-18=-10 Horz: 1-2=-24, 2-6=-35, 6-9=56 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 14) Dead +0.6 MWFRS Wind (Pos. Internal) Bid Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36, 2-23=47, 6-23=-13(F=-60), 6-24=63(F=-60); 9-24=27, 9-10=27, 19-20=-10, 11-18>10 Horz: 1-2=-44, 2-6=-56, 6-9=35 Drag: 9-10- 0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-23=27, 6-23=-33(F=-60), 6-24=-13(F=-60), 9-24=47, 9-10=47, 19-20=-10, 11-18=-10 Horz: 1-2=-24, 2-6=-35, 6-9=56 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2=30, 2-23=19, 6-23=41(F=-60), 6-24=-B2(F=-60), 9-24=-2, 9-10= 2, 19-20=-20, 11-18= 20 Horz: 1-2=-44,,2-6=-33, 6-9=12 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-308(F) 24= 308(F) 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ. Vert: 1-2=10, 2-23=-2; 6-23=-62(F=-60), 6-24=41(F=60), 9-24=19, 9-10=19, 19-20=-20, 11-18=-20 Horz: 1-2=-24, 2-6=-12, 6-9=33 .Drag: 9-10---0 Concentrated Loads (lb) Vert: 23=-308(F) 24=-308(F) 18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-14, 2-23=-14, 6-23=-74(F- 60), 6-24=-74(F=60), 9-24=-14, 9-10=-14, 19-20_ 20, 18-26=-20, 26-27=-60, 11-27=-20 Concentrated Loads (lb) Vert: 23=-230(F) 24=-230(F) 19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-39, 2-23=48, 6-23=-108(F=60), 6-24=-91(F=60), 9.24=.31, 940=-35, 19-20=-20, 18-26=-20, 26-27=-50, 11-27=-20 Horz: 1-2=-5, 2-6=4, 6-9=13 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=491(F) 24=491(F) 20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-23, 2-23=-31, 6-23=-91(F=60), 6-24=-108(F=60), 9-24=48, 9-10= 19, 19.20=-20, 18-26=-20, 26-27=-50, 11-27= 20 Horz: 1-2=-21, 26=-13, 6-9=4 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=491(F) 24=491(F) 21) Dead +0.75 Roof Live (bal.) +.0.75 Uninhab. Attic. Storage +.0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-11, 2-23=-19, 6-23=-79(F=60), 6-24=-95(F=60), 9-24=-35, 9-10=-35, 19-20= 20, 18-26=-20, 26-27=-50, 11-27=-20 Horz: 1-2=-33, 2=6=-25, 6-9=9 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=491(F) 24=491(F) 22) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 A WABNWG-V dfydeslgnparamefemand RE DNOMS ON MIS AND INCLUDEOMMZKFEF FIANCEPAGEMR74Tlrev. 1NA12015BEFOHE USE �■�' Design valid forss use only with MreW connectors. TNs design Is owed only upon parameters shown, and Is for an Individual building component, not a trusystem. Before use, the building designer must verity the applicabllity of design parameters and papery Incorporate me design Into the overall +.f='�'�YW building design. Bracing Indicated is to prevent buckling of Individual hula web and/or chord members only. Additional temporary and permanent bracing WOW always required for dabBty 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 hues systems seeANSI/iPit CuoB0tNsr, Cr@nlo, DSB49 and BCSI Building Component SabN falofmalbmvaYable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Nexondno, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type • pty Ply T17610506 1623950-GHO-33FL A2 Rooi Special 7 7 Job Reference (optional) ins! Source, riant City, rL-OLb00, - 6.240 s Jun 8 2019 MiTek Industnes, Inc. Tue Jul 16 10:48:512019 Page 4' ID:PGhz4yDMsFibsFNS9Gp23J7ySwoJ.R7 DDierFdpXghyyX?sTNDOSUBHNoB12UW BC74FyxW EQ LOAD CASES) Uniform Loads (pit) Vert: 1-2=-26,2.23=-35, 6-23=-95(F=-60), 6-24- 79(F=-60), 9-24=19, 9-10=-19, 19-20=-20, 18-26=-20, 26-27=-50, 11-27=-20 Harz: 1-2= 18, 2-6=.9, 6-9=25 Dreg: 9-10=-0 Concentrated Loads (lb) Vert. 23=491(F) 24=-491(F) 23) tat Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Veit: 1-2=.54, 2-23=-54, 6-23=-114(F=-60), 6-24=-74(F=60), 9-24=-14, 9-10=-14, 19-20=.20, 11-18=-20 Concentrated Loads (lb) , Vert: 23=-500(F) 24=-500(F) 24) 2nd Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Verta-2=-14, 2-23=-14, 6-23=-74(F=-60), 6-24=-114(F=60), 9-24=-54, 9-10=-5.4, 19-20=-20, 11-18=-20 Concentrated Loads (lb) Vert: 23=-500(F)24=-500(F) 25) 3rd Dead +0.75 Roof Live (unbalanced)+ 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-44, 2-23=-44, 6-23=-104(F=-60), 6-24=-74(F=60), 9-24=-14, 9-10= 14, 19-20=-20, 18-26=-20, 26-27=-50, 11-27=-20 .Concentrated Loads (lb) 'Vert: 23=-432(F) 24=-032(F) 26) 4th Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-14, 2-23= 14, 6-23=-74(F=-60), 6-24=-104(F=60), 9-24=-44, 9-10=-44, 19-20=-20, 18-26=-20, 26-27=-50, 11-27=-20 Concentrated Loads (lb) Vert: 23=-432(F) 24=-432(F) Job Truss Truss Type 1 City Ply T17610507 1623950-GHO.33FL A3 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 I � 2x4 Sub = 6.00 12 19 18 17 xb L1 LO la 3x8 = 3x6 ` 2x4 11 ST1.Sx8 STP= ST1.5x8 STP= 2x4 II ST1.54 STP= 6 5X6 II = 3z4 = 6x8 3x 6.12 MT20H6 = 5-0-12 10-0-0 1l1_Br0 1&2-0 24-&12 W-2-0 37-6-0 5-0-12 4-11-4 O-B- 6-6-12 6-5-4 fi-0-0 Scale = 1:80.9 Plate Offsets(X.Y)- [9:0-6-00-3-0) [17:0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Lid PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.14 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.2612-14 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.81 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 - Matrix-SH Wind(LL) 0.18 12-14- >999 240 Weight: 228111 FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 4-72x4 SP No.1, 7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'Except' BOT CHORD 5-17: 2x4SPNo.3 WEBS 2x4 SP No.3 *Except* WEBS 2-19: 2x6 SPNo.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 11=1277/0-6-0, 19=252/0-8-0, 17=2548/0-8-0 Max Horz 19=309(LC 12) Max Uplift 19=522(LC 13), 19=-138(LC 12), 17=-850(LC 12) Max Grav 11=1277(LC 1), 19=293(LC 23), 17=2548(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 3-5=-183/489, 5-6=-57/498, 6-7=-1405/1154, 7-8=-1411/1089, 8-9=-2102/1431, 2-19=-253/453 BOT CHORD 16-17=2286/1477, 5-16=-193/275, 15-1fi=-473/687,14-15=-1193/1836, 12-14=-1696/2487,11-12— 1692J2494 WEBS 3-17=-456/422,8-15=-961/862, 8-14=-153/458, 9-14=-704/545, 9-12=0/263, 9-11=-2648/1782,6-15— 370/908,6-16=-2274/1394 Structural wood sheathing directly applied or 2-10-13 oc pudins, .except end verticals. Rigid ceiling directly applied or 4-5-11 oc bracing. Except: 2-5-0 oc bracing: 16-17 1 Row at micipt 7-15, 8-15, 9-11. 6-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-4 to 4-6-12, Interior(1) 4-6-12 to 18-2-0, Exte17101"(2) 18-2-0 to 24-2-0. Interior(1) 24-2-0 to 37-4-4 zone; cantilever left and right. exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Gt=lb) 11=522, 19=138, 17=850. 8) Load cases) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15. 16, 17. 18,19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 500 Ib down and 473lb up at 16-2-0, and 500 lb down and 473 lb up at 20-2-0 on top chord. The design/selection of such connection devices) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Rnn PE NoM39 NTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 OWARNING- Ve1hydealgn Palarahmeand READ NOTES ON MMMDINCLUDEOMITEKREFERANCEPAGEMIP74Mrev. 16,03,2015BUOREUSE Design valid for use only with Mdekel connectors. This design b based only upon parameters shownand h for an Individual building component, not ��- o Luss system. Before usethe building designer must verity the appllcabllliy of design parameters and propedy Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual true web and/or chord members any. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding Me fobrlcatlon. storage, delivery, erection and bracing of trusses and truss systems weAN31/IPI I Quality Celeste, D354I9 and SCSI Suldtnp Component Safely Informatbnavailable from Truss Rate Institute, 218 N. Lee Sheet Suite 312 Alexandrlo, VA 22314. Met( 691 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type . pty Ply T77610507 -1623950-GHO-33FL A3 Roof Special 1 �Jb ,, o c rum Sara , nanr uly, IL - ozaaa, 6.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:48:52 2019 Page 2 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-vDnbvTrtO6fhJ6XZe mc_aChkzwVCdkrygchyxWEP LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-2=-54, 2-23=-54,7-23=-114(F=-60), 7-24>114(F=60), 9-24=-54, 9-10=-54, 17-19i 11-16=-20 Concentrated Loads (lb) Vert: 23- 500(F) 24=-500(F) 2) Dead +0.75 Roof Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-2=-44, 2-23=-44, 7-23=-104(F=-60), 7-24=-104(F=-60), 9-24=-44, 9-10=-44, 17-19=-20, 16-26= 2Q 26-27=-50, 27-28=-20, 14-28=-50, 11-14= 20 Concentrated Loads (lb) Vert: 23=-432(F) 24=-432(F) 3) Deatl+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-23=-14, 7-23=-74(F=-60), 7-24=-74(F=-60), 91,9-10=-14, 17-19=-40, 11-16=-40 Concentrated Loads (lb) Vert: 23=�365(F) 24=265(F) 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1:. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=133, 2-21=80, 21-23=S4, 7-23=6(F=-60), 7-24=20(F= 60), 24-25=80, 9-25=54, 9-10=61, 17-19=-10, 11-16=-10 Horz: 1-2=.141, 2-21=-88, 7-21=-63, 7-25=88, 9-25=63 Drag: 9-10-0 Concentrated Loads (Ib) Vert: 23=473(F) 24=473(F) 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pt) Vert: 1-2=43, 2-22=64, 2223=80, 7-23=20(F=-60), 7-24=-6(F=-60), 9-24=54, 9-10=74, 17-19=-10, 11-16=-10 Harz: 1-2=-51, 2-22=-63, 7-22=-88, 7-9=63 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23--473(F),24=473(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=5, 2-23=-45, 7-23=-105(F=-60), 7-24=-105(F=-60), 9-24=-45, 9-10=-38, 17-19=-20, 11-16=-20 Horz: 1-2=-19, 2-7=31, 7-9=-31' Drag:.9-10-0 Concentrated Loads (lb) Vert: 23=-437(F) 24=-437(F) 7) Dead+0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-33, 2-23=-45, 7-23=-105(F=-60), 7-24=-105(F=.60), 9-24=-45, 9-10=-38, 17-19= 20, 11-16=-20 Horz: 1-2=19, 2-7=31, 7-9=-01 Drag: 9-10=0 Concentrated Loads (lb) Vert: 23=-437(F) 24=437(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=36, 2-23=10, 7-23=-50(F= 60), 7-24=-28(F=-60), 9-24=32, 9-10=27, 17-19i 11-16=-10 Horz: 1-2=-44, 2-7=-18, 7-9=40 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=147(F) 24=147(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=20, 2-23=32, 7-23=-28(F=-60), 7-24=-50(F=-60), 9-24=10, 9-10=47, 17-19=-10, 11-16=-10 Horz: 1-2=-29, 2-7=-40, 7-9=18 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=l.6Q Plate Incraase=1.60 Uniform Loads (pig Vert: 1-2=-e, 2-23=-19, 7-23=-79(F=-60), 7-24_ 57(F=-60), 9-24=3, 9-10=-2, 17.19=-20, 11-16=-20 Horz: 1-2=-6, 2-7=5, 7-9=17 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=308(F) 24=-308(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plt) Vert: 1-2=15, 2-23=3, 7-23=-57(F=-60), 7-24= 79(F=-60), 9-24=-19; 9-10=19, 17-19=-20, 11-16=-20 HOIZ: 1-2=-29, 2-7=-17, 7-9=-5 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=J08(F) 24-308(F) 12) Dead+0.6 MWFRS Wind (Pas. Internal) let Parallel: Lumber Increase=1.60,. Plate Increase=1.60 AwARN/NG-Verityd Wgnp nsmehvsand READ NOTES ON TNLSANOWCLUDEDWEKREFERANCEPAGEMI47473 rev. 1GNYM)ISBEFORE USE. Design volid for use ont ith Mrek® connectors. Th's design Is based only upon parameters shown, and Is for an Individual building component. not a tmss system. Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall bullking design. Bracing Indicated 6to prevent buckling of Individual huff web and/or chord members only. Additional temporary and permanent bracing M(Tekc Is always required for stability and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fabrication, storage- delivery, erection and bracing of muses and truss systems seeANSi Quapp�1ss.. CdMdD, DSB49 aad BCSI Building Compeni SafANBrfoanolbrpvcilcble from Truss Plate 69U Parke East Blvd. Institute. 218 N. Lee Sheet. Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T77610507 1623950-GHO-33FL A3 Roof Spenlal 1 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 8.240 s Jun 8 2019 MiTek Industries,Inc. Tue Jul 1610:48:62 2019 Page 3 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-vDnbvTrt06fW6) Za_cmc_aChkzwVCdkrygchyaMJEP LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=36, 2-23=47, 7-23=-13(F=-60), 7-24=-33(F=-60), 9-24=27, 9-10=27, 17-19=-10, 11-16=-10 Horz: 1-2=-44, 2-7=-56, 7-9=35 Drag: 9-10=0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=15, 2-23=27, 7-23=-33(F=-60), 7-24=-13(F=-60), 9-24=47, 9-10=47, 17-19=-10, 11-16=-10 Horz: 1-2=-24, 2-7=35, 7-9=56 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 14) Dead +0.6MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=36,2-23=47,7-23=-13(F=-60),7-24=-33(F=-60),9-24=27,9-10=27,17-19=-10,11-16=,10 Horz: 1-2=-44, 2-7=-56, 7-9=35 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F)24=252(F) 15) Dead +0.6 MW FRS Wind (Pos. Internal) 4Ih Parallel: Lumber Increase=1.60, Plate Increase=1:60 Uniform Loads (010 Vert. 1-2=15, 2-23=27, 7-23=-33(F= 60), 7-24=-13(F=-60), 9-24=47, 9-10=47, 17-19=-10, 11-16=-10 Hoe 1-2=-24„2-7=-35, 7-9=56 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=30, 2-23=19, 7-23=-41(F=-60), 7-24=-61 9-24=-2, 9-10=-2, 17-19111-16=-20 Horz: 1-2=44, 2-7=-33, 7-9=12 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=-308(F)24=-308(F) 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ii Vert: 1-2=10, 2-23=-2, 7-23=-62(F=-60), 7-24=-01(F= 60), 9-24=19, 9-10=19; 17-19=-20, 11-16=-20 Horz: 1-2=-24, 2-7=-12, 7-9=33 Drag: 9-10=-0 Concentrated Loads (Ill Vert: 23=-308(F) 24=-308(F) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-14, 2-23=-14, 7-23=-74(F=-60), 7-24=-74(F=-60), 9-24=-14, 9-10= 14, 17-19=-20, 16-26=-20, 26-27=-60, 27-28=-20, 14-28=60, 11-14=-20 Concentrated Loads (Ib) Vert: 23=-230(F) 24=-230(F) 19) Dead +0.75 Roof Live (bal.)+,0;75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=39; 2-23=-48, 7-23=-108(F=60), 7-24=-91(F=60), 9-24=-31, 9-10=-35, 17-19=-20, 16-26=-20, 26-27=50, 27-28---20, 14-28=-50, 11-14=-20 Horz: 1-2=-5, 2-7=4, 7-9=13 Drag: 9-10=-0 Concentrated Loads (I o) Vert: 23=-491(F) 24=-491(F) 20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab, Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ. Vert: 1-2=-23, 2-23= 31, 7-23=-91(F=60), 7-24=-108(F=-60), 9-24=-48, 9-10=-19, 17-19=-20, 16-26=-20, 26-27=-50, 27-28=-20, 14-28=-50; 11-14=-20 Horz: 1-2=-21, 2-7=13, 7-9=-4 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-491(F) 24=-491(F) 21) Dead +0.75 Roof Live (bal.) +.0.75 Uninhab, Attic Storage+.0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=-11, 2-23=-19, 7-23=-79(F= 60), 7-24=-95(F=60), 9-24=-35, 9-10= 35, 17-19=-20, 16-26=-20, 26-27=-50, 27-28=-20, 14-28=-50, 11-14=-20 Horz: 1-2=-33, 2-7=-25, 7-9=9 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-491(F) 24=-491(F) 22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab: Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 QWARN/NG- Vedly EesignperemeterdenCREADNo7 som7HMANDINCLUDMMmEKREFERANCEPAGEM6747Jrev. 100142015 BEFORE USE Design voila for use only with MrekS connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a huss system. Before use, the building designer must verify ire applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent budding of individual fuss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and fuss systems, seeANS17IN1 Quo�y Craeriv. DSO-59 and SCSI Sa1dhD Component 9ably Infoonalbmvailcbie from Tmss Rote Instli 218 N. Ise Sheaf Suite 312, Alexandria VA 22314. �■�' i•: a■■ MiTek' 69N Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oly Ply T17610507 1623950-GHO-33FL A3 Roof Spatial 1 7 o,.a...... r..... c_...__ _,_ Job Reference a banal ">•.'�-"•-'•"'• 11.24USJUn 321Jl9MIleKInauWDeS,Ino. IUe JUIla1U:4B:b22U1U Vage4 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-vOnbvTrtO6fh16XZe_anc_aChkzwVCdkrygchyxWEP LOAD CASE(S) Standard Uniform Loads (pIQ Veil: 1-2=26, 2-23=-35, 7-23=-95(F=50), 7-24=-79(F=60), 919-10=-19, 17-19=-20, 16-26=-20, 26-27=-50, 27-28=-20, 14-28=-50, 11-14=-20 Horz: 1-2=18, 2-7=-9, 7-9=25 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=-491(F) 24=-491(F) 23) 1st Dead+ Roof Live. (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2- 54, 2-23=-54, 7-23=-114(F= 60), 7-24=-74(F=-60), 9-24=-14, 91 17-19=20, 11-16=-20 Concentrated Loads (lb) Vert: 23=-500(F) 24=-500(F) 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-14, 2-23=-14, 7-23=-74(F=-60), 7-24=414(F=60), 9-24= 54, 9-10=-54, 17-19=-20, 11-16=-20 Concentrated Loads (lb) Vert: 23=-500(F)24=-500(F) 25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-44, 2-23=-44, 7-23=-104(F=E0), 7-24= 74(F=50), 9-24=-14, 9-10=-14, 17-19=-20, 16-26=-20, 26-27=-50, 27-28=-20, 14-28=-50, 11-14=-20 Concentrated Loads (Its) 'Vert: 23=-432(F) 24=432(F) 26) 4th Dead +0.75.Roof Live (unbalanced) +0.75.Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-14, 2-23=-14, 7-23=-74(F=50), 7-24=-104(F=-60), 9-24=-44, 9-10=-44, 17-19=-20, 16-26=-20, 26-27- 50, 27-28=-20, 14-28= 50, 11-14=-20 Concentrated Loads (lb) - Vert: 23=-432(F)24=A32(F) 0WARNING-Vedlydesignparametersend READ NOTES ON TN/SANDO/CLUDED MREKREFERANCEPAGII m . 1a=oI5 BEFORE USE Design valid for use only w3h MReWconnectors. This design b based only upon parameters shown, and Is for on Individual building component, not a tmss system. Before use, the building designer must verify Me appllcability of design parameters and properly Incorporate this design Into the overall ��• bulltlingdesign. Bracing Indicated uto prevent buckling of individual truss web and/or Word members oNy. AddlHonaltempororyondpertnanentbrocng 6 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the pA Ivl(Tele fobrkotlon, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII Qua Ny Cii DSS 9 and IM51 IWlding Component Sabty Inlarmalbnov ,liable from Two Fiona Insh'tute, 218 N. Lee Street, Suite 312. Alexandria, Boas Parke East Blvd. Tampa, VA 22314. FL 33610 Job Truss Truss Type • pry Ply T17610508GHO-33FL 1623950- A4 Roof Special 1 1 Job Reference o tional ..,.,,,,—,,,., .,,,,.. , P; 04y, FL 52566, 8.24U a Jun 82U19 MI I eK lnaustnes. Inc. Tue Jul 1610:48:53 liU19 5x6 = 7 2x4 19 18 17 zf [tl 3x8 = 3T1.5xe $TP= 2x4 II Si STP= 3x6 11 6x12 MT20HS= 5x6 = 13 3x4 = 46 = Scale = 1:77.1 I n n n � `n d 0 I ,6 2x411 ST1.5x8 STP= 6x8 = LOADING lips, 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 Mcr NO Code FBC20177TP12014 CSI. TC 0.97 BC 0.94 WB 0.90 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(L-) in (Ioc) I/defl Ud -0.14 15-16 >999 360 -0.2615-16 >999 240 0.06 11 rda Na 0.1812-14 >999 240 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 2341le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc pudins, 7-9:.2x4 SP M 31, 4-7:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-7-4. oc bracing. Except: 5-17: 2x4 SP No.3 2-5-0 oc bracing: 16-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 8-15, 9-11, 6-16 2-19:2x6 SP No2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1278/06-0, 19=253/0-8-0, 17=2547/0-8.0 Max Hop: 19=332(LC 12) Max Uplift 11=-524(LC 13), 19=-132(LC 12), 17=-855(LC 12) Max Gmv 11=1278(LC 1), 19=293(LC 23), 17=2547(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-202/476, 5-6=-79/500, 6-7— 1406/1146, 7-8=-1408/1121, 8-9=-1918/1324, 10-11=-207/275, 2-19=-252/443 BOT CHORD 18-19=-254/121; 17-18=-254/121, 16-17=-2283/1484, 5-16=-186/267, 15-16=-507/673, 14-15=-1078/1656,12-14=-1585/2326,11-12=-1581/2334 WEBS 8-15=-936/860,3-17=-459/427,7-15=-319/229, 9-12=0/317, 9-11=-2484/1667, 8-14=-207/455, 6-15= 347/869, 6-16=-2278/1413, 9-14=-748/565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf: BCDL=5.OpsQ h=15ft; Cat. 11: E1le C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-4 to 46-12,1nterior(i) 4-6-12 to 18-2-0, Extedor(2) 18-2-0 to 24-2-0, Interior(1) 24-2-0 to 37-4-4 zone; cantilever 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) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=524,19=132,17=855. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18,19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Walter P. Finn PE 110=9 Building designer must review loads to verity that they are correct for the intended use of this truss. MTek USA, Inc. FL Carl 6fi34 i refs US FL Carampa 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5001b down and 473111 up at 6 East FL 33810 16-2-0, and 500 Ib down and 473 lb up at 20-2-0 on top chord. The design/selection of such connection device(s) is the Data: responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). JDIV 16.2019 O WARNING - VehydeslgnpI,e etemeod READ NOTES ON TNISANDWCLUDEUMfrEKREFERANCEPAGEMM174nmv. fNDYLOISDEFORE USE Design valid for use only with Mliek5connectors. filsdesign is based only upon parameter shown. and lsfor on Individual building component not �R' I o truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding me fabrication, storage: delivery, erection antl bracing of trusses and it =systems seeAN5U1Pll Qualitttys. Cm.do. Dse49 and eel Buldng component Safety nfatmafbmvc0able from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type • Ory Ply - T17610508 1623950-GHO-33FL A4 Roof Special 1 7 Job Fleffoot nl1 Builders First Source, Plant City, FL-32566. 8.240 a Jun. 8 2019 MiTek Industries, Inc. Tue Jul 16 10:48:54 2019 Page 2 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-sbvLK9t7vkvPYOh6g715rl4vtUOXONIwC9RnhZyxW EN LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2- 54, 2-23=-54,7-23=-114(F=-60), 7-24=-114(F=-60), 9-24=-54, 9-10=-54, 17-19=-20, 11-16=-20 Concentrated Loads (Ib) Vert: 23=-500(F) 24=-500(F) 2) Dead +0.75 Roof Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniforn Loads (pit) Vert: 1-2=44,2-23=-44, 7-23=404(F=-60), 7-24=-104(F- 60), 9-24=-44, 9-10=-44, 17-19=-20, 16-27= 20, 27-28=.50, 11-28=-20 Concentrated Loads (lb)' Vert: 23=-432(F) 24=-432(F) 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2- 14, 2-23=-14, 7-23=-74(F=-60), 7-24=-74(F=-60), 9-24=-14, 9-10=d4, 17-19 -40, 11-16= 40 Concentrated Loads gla) Vert: 23=365(f7 24=-365(F) 4) Dead +0.6 C-C Wind (Pos. Internal) Case is Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=133,2-21=80,21-23=54,7-23=-6(F=-60),7-24=20(F=-60),24-25=80,9-25=54,9-1D=61, 17-19=-10,11-16=-10 Horz: 1-2=-141, 2-21=-88, 7-21=-63, 7-25=88,.9-25=63 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=A73(F) 24=473(F) 5) Dead 4 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=43,.2-22=54, 22-23=80, 7-23=20(F=-60), 724=6(F=-60), 9-24=54, 9-26=61, 10-26=74, 17-19_ 10, 11-16=-10 Horz: 1-2=-51, 2-22=-63, 7-22=-88, 7-9=63 Drag: 9-26= 0, 10-26=-0 Concentrated Loads (lb) Vert: 23=473(F)24=473(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIg Vert: 1-2=5, 2-23-- 45, 7-23=-105(F- 60), 7-24=-105(F=-60), 9-24=-45, 9-10=-38, 17-19=-20, 11-16=-20 Horz: 1-2=-19. 2-7=31, 7-9=-31 Drag::9-10=0 Concentrated Loads (Ib) Vert: 23=-437(F) 24=-437(F) 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=-33,2-23=-45, 7-23=-105(F=-60),7-24=-105(F=60), 9-24=-45, 9-10=-38, 17-19= 20, 11-16=-20 Horz: 1-2=19, 2-7=31, 7-9=-31 - Drag: 9-10=0 Concentrated Loads gle) Vert: 23=-437(F)24=-437(F) 8) Dead+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=36, 2-23=10, 7-23=-50(F=60), 7.24=-28(F=-60), 9-24=32, 9-10=27, 17-19=-10, 11-16=-10 Horz: 1-2=-44, 2-7= 18, 7-9=40 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=147(F) 24=147(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=20, 2-23=32, 7-23= 2S(F=-60), 7-24= 50(F=-60), 9-24=10, 9-10=47, 17-19=-10, 11-16=-10 Hoe: 1-2= 29, 2-7=-40, 7-9=18 Drag: 9-10=-O Concentrated Loads (Ib) Vert: 23=252(F).24=252(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-8, 2-23=-19, 7-23=-79(F=60), 7-24=-57(F= 60), 9-24=3, 9-10=2, 17-19= 20, 11-16=-20 Horz: 1-2=6, 2-7=5, 7-9=17 'Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=-308(1`)24_ 308(F) 11) Dead +0.6 MW FRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=15, 2-23=3, 7-23=-57(F=-60), 7-24=-79(F= 60). 9-24=-19,-9-10=19, 17-19=-20, 11-16= 20 Hom 1-2=-29, 2-7=-17, 7-9=-5 Drag: 9-10=-0 'Concentrated Loads (lb) Vert: 23=308(F) 24=-308(F) 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60. QWABNING-Verl/ydesl9npareme(ereend BEAD NOTES ON TM6AND➢yCLUDEDMn'EKHEFEHANCEPAGEMX74mmv.. 101MOTSBEFOBE USE Design valid for use onlywlth MRek9connectom. Ws design is based only upon parameters shown. and Is form Indivitluol building component, not a hula system. Before use, the building designer must verify the applicability of deal parameters and properly Incorporate this design Into the overall buiidingdeagn. Bracing Indicated ato prevent buckling of Individual truss web and/or chord members my. Additional temporary and permonentbrocing MiTek' is always required for stability and to prevent collapse with possbie personal hlury and property damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSVrpil pyoDls. Criteria, D3549 and ICSI !Wading Component SafNV 6tformatbrtovoilable from Truss Rate Instill 218 N. Ise Street. Suha M Alexandra, VA 22J14. 6904 Parka East Blvd. Tempa, FL 33610 Job Truss Truss Type Oly Ply T1761050B 1623950-GHO-33FL A4 Roof Special 1 1 Job Referenceo tional Builders First Source, Plant City, FL-32566, 8.240 s Jun 82019 MTek Industries, Inc. Tue Jul 1610:48:542019 Page ID:PGhz4yDMsRbsFNSgGp23J7y5woJ-sbvLK9t7vkvPYOh6g715r14vtUOXONlwC9RnhZyxW EN LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=36, 2-23=47, 7-23=-13(F- 60), 7-24=-33(F=-60), 9-24=27, 9-10=27, 17-19=-10. 11-16=-10 Horz: 1-2=44, 2-7=-56, 7-9=35 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-23=27, 7-23=-33(F- 60), 7-24=-13(F=-60), 9-24=47, 9-10-47, 17-19=-10, 11-16=-10 Horz: 1-2=-24, 2-7=-35, 7-9=56 Drag: 9-10=0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=36, 2-23=47, 7-23=-13(,10 , 7-24=-33(F= 60), 9-24=27, 9-10=27, 17-19=-10, 11-16=-10 Horz: 1-2=-44, 2-7- 56, 7-9=35 Drag: 9-10=-0 Concentrated Loads (lb) Vert: 23=252(F) 24=252(F) 15) Dead + 0.6 MWFRS Wind (Pas. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Ved: 1-2=15, 2-23=27, 7-23=-33(F=-60), 7-24=-13(F=-60), 9-24=47, 9-10=47, 17-19=-10, 11-16=-10 Horz: 1-2=-24, 2-7=-35, 7-9=56 Drag: 9-10= 0 Concentrated Loads (Ib) Vert: 23=252(F) 24=252(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=30; 2-23=19, 7-23=-41(F=-60), 7-24=-62(F=-60), 9-24= 2, 9-10= 2, 17-19=-20, 11-16=-20 Horz: 1-2=-44, 2-7=-33, 7-9=12 Drag: 9-10=-O Concentrated Loads (lb) Vert: 23=-30B(F) 24=-308(F) 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit). Vert: 1-2=10, 2-23=-2; 7-23=-62(F=-60), 7-24=-41(F=-60), 9-24=19, 9-10=19, 17-19=-20, 11-16=-20 Horz: 1-2=-24, 2-7=-12, 7-9=33 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-308(F) 24=-308(F) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (ell) Vert: 1-2=-14, 2-23=-14, 7-23=-74(F=-60), 7-24=-74(F=-60), 9-24=-14, 9-10=-14, 17-19=-20, 16-27=-20, 27-28_ 60, 11-28= 20 Concentrated Loads (lb) Vert: 23=-230(F) 24=-230(F) 19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=-39, 2-23=48, 7-23=108(F=-60), 7-24=-91(F=-60), 9-24=-31, 9-10=-35, 17-19=-20, 16-27=20, 27-28=-50, 11-28=-20 Horz: 1-2=-5, 2-7=4, 7-9=13 Concentrated Loads (lb) Vert: 23=491(F) 24=491(F) 20) Dead +0.75 Roof Live (bat.)+0.75 Uninhab. Attic Storage + 0.75(D.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=23, 2-23=-31, 7-23=-91(F=-60), 7-24=-108(F=-60), 9-24=-48, 9-10- 19, 17-19=-20, 16-27=-20, 27-28=-50, 11-28=-20 Horz: 1-2=-21, 2-7=-13, 7-9=-4 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-491(F) 24=491(F) 21) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic. Storage + 0.75(0.6 MWFRS Wind (Neg. Int) let Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (pIQ. Vert: 1-2=-11, 2-23=19, 7-23=-79(F=-60), 7-24=-95(F=-60), 9-24=-35, 9-10=-35, 17-19=-20; 16-27=-20, 27-28=-50, 11-28=-20 Horz: 1-2=-33, 2-7=-25, 7-9=9 Concentrated Loads (Ib) Vert: 23=491(F) 24=491(F) 22) Dead +0.75 Roof Live (ball +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd, Parallel): Lumber Increase=1.60, Plate Increase=1.60 O WARNING-V nfydeslgnpemmefnseod READ NOTES ON THISANDINCLUDEDMITEKFEFEMNCEPAGEN67479rea 11=2VISBEFONEUSE Design valid far use only with Mrek® 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 oppllcab0lry of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of Indivbual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and Muss systems. seeANSVWI I Quality Crltsub, DS349 and SCSI Ifu52bg Component Safety bfomlatbnovollable from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. M(Tek• 69U Parke East Blvd. Tampa, FL 33610 Job ss Thus Type Qty Ply [A4 ' T77610508 1623950-GHO-33FL Roof Special 1 1 Job Reference(optionsl Builders First Source, Plant Ulty, FL-32566, 8.240 s Jun 8 2019 Mi fek Industries, Inc. Tue Jul 1610:48:54 2019 Page 4 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ.sbvLK917vkvPYQh6g715rl4v1UQXONIwC9RnhZyxW EN LOAD CASE(S) Standard Unifonn Loads (plf) Vert: 1-2=.26, 2-23=-35, 7-23=-95(F- 60), 7-24=-79(F=E0), 9-24=-19, 9-10- 19, 17-19=-20, 16-27= 20, 27-28=-50, 11-28=-20 Horz: 1-2=-18, 2-7= 9, 7-9=25 Drag: 9-10=-0 Concentrated Loads (Ib) Vert: 23=-491(F)24=-491(F) 23) tat Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2.23=-54, 7-23=-114(F=-60), 7-24=-74(F= 60), 9-24=-14, 9-10- 14, 17-19=-20, 11-16=-20 Concentrated Loads (lb) Vert: 23=-500(F) 24=-500(F) 24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 12=-14, 2-23=-14, 7-23=74(F=-60), 7-24=-114(F= 60), 9-24=-54, 9-10=-54, 17-19=-20, 11-16=-20 Concentrated Loads (lb) Vert: 23=-500(F) 24=-500(F) 25) 3rd Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25; Plate Increase=1.25 - Uniform Loads (plf)' Vera 1-2=-44, 2.23=-44, 7-23- 104(F=-6i0), 7-24= 74(F=.60), 9-24=-14, 9-10=.14, 17-19=-20, 16-27=-20, 27-28=-50, 11-28=-20 Concentrated Loads (lb) Vert: 23=432(F) 24=-432(F) 26) 4th Dead +0.75 Roof Live (unbalanced) +0.75.Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-2=-14, 2-23=-14, 7-23=-74(F- 60), 7-24=-104(F- 60), 9-24=44, 9-10=44, 17-19=-20, 16-27=-20, 27-28=-50, 11-28=-20 Concentrated Loads (Ib) Vert: 23=432(F) 24=432(F) OWARNING-Vedfydeslgalieremetenend NERD NOTES ON TNISANDINCLUDEOMDEKREFERANCEPAGEMX74na v. 1NAY1p15 BEFORE USE Design valid for use only will Mirek®connectors. THIS design is based dNy upon parametersshown, and Is for an Individual building component not a truss system. Before use. Me building designer must verify Me appllcablI ty of design parameters and property Incorporate this design Into the overall building all Bracing noodled a to prevent bucking of Individual host web and/or Word members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcorton storage. delivery, erection and bracing of trusses and muss system% seeANSWjI QualyByy Cdbdo, DSB-09 and BCSI IBuldhQ Component Sabh Informafbnova0abie from 69U Parke East Blvd. Truss Plate Insfil 218 N. Lee Street. Suite 312. Alexondrto. VA 22314. Tampa, FL 33610 Job Truss Tres Type Oty Ply T17610509 1623950-GHO-33FL A5 Root Special 1 1 Jab Reference (optional) ouuue,b n,br auUl e, nerr i.ny,."- i.aoo. BLU rimilexuraustnes, Inc. IUe JUll5lUt46:bb2U19 regal SwoJ-KoT1XVulg11GAZGIEiYKOEo4XuoV7gH4OpAKDOyxWEM Scale = 1:83.4 5.6 = 6.00 12 6 4x6 7 5x6 - 25 26 3x6 i 5 5x6 = 2x4 II a 3x4 10 3x4 i 4 2 3 n 3x4 II 24 n 2x4 II 2 16 1 4 = 15 Sx12 =• ]m ' 19 _ 3xB = 13 12 71 18 17�4 2x4 11 5xB= ST1.5x8 STP= ' STI.5x8 STP= 2x4 11 ST1.5x8 STP= 2x4 11 axe = 3x6 II 6xB = 2x4 11 so-12 1 51 -?-0 W, 16-2.0 1 zz-1-I 1 27-9-B 1 37-s0 Plate Offsets (XY)-- f14:0-6-0 0-4-0I T77:0-3-8 0-3-0T LOADING first) SPACING- 2-0-0 CSI. DEFL. in floc)', Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) -0.23 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1'25 BC 0.82 Vert(CT) -0.4711-12 >696 240 BCLL 0.0 ' Rep Stress nor YES WB 0.92 Horz(CT) -0.03 11 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix-SH Wind(LL) 0.08 14 >999 240 Weight: 241111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-17,7-13: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 2-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. .(lb/size) 11=977/0-6-0, 19=409/0-8-0, 17=1451/0-e-0 Max Holz 19=368(LC 12) Max Uplift 11=-469(LC 13). 19=-126(LC 12), 17=-671(LC 12) Max Grav 11=977(LC 1), 19=420(LC'23), 17=1451(LC 1) EIRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD . Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 4-7-0 oc bracing: 16-17 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-327/183, 5-6=-838/735, 6-7=-781/755, 7-8=-1268/983, 8-9=-1412/987, 2-19=-364/500 BOT CHORD 18-19=-285/276, 17-18=-285/276, 16-17=-1235/970, 5-16=-1159/1005, 14-15=-787/1078, 7-14=-341/572, 11-12=-700/874 WEBS 3-17=-369/343,5-15=-414/806,6-15=-311/421,7-15=770/736,12-14=-997/1402, e-14=-416/272, 8-12= 597/5B9, 9-12=-428/731, 9-1 1=-1 155/947 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15D; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13,1nterior(1) 4-6-13 to 18-2-0, Exterior(2) 18-2-0 to 24-2-0. Interiar(1) 24-2-0 to 37-4-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100-I11 uplift at joints) except 01=11b) 11=469, 19=126, 17=671. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 69U Parka East Blvd. Tampa FL 33610 Date: July 16,2019 OWARNING-VadlydeslgnparsmefersAnd REAONOTES ON TNISANUINCLUDOMRKREFERANCEPAGEMX74nm. 1GIV220150EFORE USE Deslgn valid for use only vAM MRek®connectors. This desgn is based only upol parameters shown and a for on Individual building component, not ��- o truss system. Before use, the building designer must verify Me appllcoblliN of design parameters and properly Incorporate Mis design into the overall bustling design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW is always required for stability, and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the fobrlcaflon storage: delivery, erection and bracing of trusses and truss systems seeANSVTPl1 Quality Criteria, DS949 and IICSI Euldhp Campenfnt 69" Parke East at Safety Infoanchonavoicble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tr Truss Thus Type Oly Ply T17610510 1623950-GHO-33FL Roof Specie) 1 7 Job Referents o tional .1.1"`^^ ^yjL-"°5°w 8.24usdun azuiv Mlleii industries, Inc. Iuedul to l¢48:6620ie rage) 5x6 = Scale=1:83.2 6.00 12 6 4x6 7 5x6 4 26 27 5x12 = 2x4 II 4x6.- 3z6 4 6 8 9 10 3x4 i 4 3 n n 3x4 11 25 E � 2xd 11 211 44 JJ 16 _ 3x8 = 14 13 12 11 6 20 19 182x4 2.4 3x4 = 5.8 = ST1.5x8 STP = ST1.5xB STP = 2x4 11 ST1.5x8 STP =. 2x4 II axe 3x6 II 6x8 = 2x4') LOADING (psf) SPACING- 2-M CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.96 Vert(LL) -0.1016-17 >999 360 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.20 16-17 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) -0.03 11 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.07 15 >999 240 Weight: 245 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.2 *Except* .except antl verticals. 5-18,7-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 2-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 11=929/0-6-0, 20=416/0-8-0, 18=1394/0-8-0 Max Hom 20=403(LC 12) Max Uplift 11=-445(LC 13), 20=-110(LC 12), 18=-672(LC 12) Max Gray 11=929(LC 1), 20=423(LC'23), 18=1394(LC 1) FORCES. (Ib) -Max. COmfoJfvlax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/141, 5-6=-793/678, 6-7=-729/690, 7-8=-1137/902, B-9=-739/562, 9-10=-739/563, 10-11= 8831741,2-20=-367/477 BOT CHORD 19-20=-313/294, 18-19=-313/294, 17.48=-1179/958, 5-17=-11021994, 15-16=-751/984, 7-15=-344/539,12-13= 798/1073 WEBS 3-18=-373/355, 5-16=-0031744, 6-16=-240/372,7-16=-676/647,,13-15=-819/1085, 8-13=245/299, 8-12=-478/368, 9-12=-320/410, 10-12=-806/1061 4-9-0 oc bracing: 17-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 18-2-0, Exterior(2) 18-2-0 to 24-2-0, Interior(1) 24-2-0 to 36-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 DO bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 11=445, 20=110, 18=672. Walter P. Finn PE No.22839 MITI USA, Inc. FL Cad6634 6904Parke East Blvd. Tampa FL 33B10 Date: July 16,2019 Q WARN/NG-Vmfydeslgnpammef..dREAD NOTES ON THISAND INCLUDED MITEArREFERANCE PAGE MX7473rev. 101e3201SBEFORE USE Design valid for use only wan Mltekes connectors. IDIs design Is based only upon parameters shown, and Is for on IndNldaal building component, not a muss 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 4 to prevent bucking of lndMducl muss 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 fabrlcalton, storage. delivery, erection and bracing of trusses and truss systems sesANSVIPI I GupB�. Cmedo, DSB-89 and SCSI Budding Component 6904 Parke East Blvd.Safety tnfomncfbn cvo0able torn Truss Plate Instil 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T77610511 1623950-GHO-33FL A7 Roof Special 1 1 Job Reference (optional) ogaoem NMI bource, nam ury, VL- dGbbb. 8.240 a Jun 8ZU19 MI IeK ]no. I Ue Jul 1 e 1 U:411:bd 2U19 2x4 19 18 ST1.SxB STP= 2x411 3.6 II 6.00 12 17 20 II ST1.5x8 STP = 6x8 = 2.4 II 4x6 = 2x4 11 3,13 = 3 ST1.5x8 STP= 3x6 II 0 1o6 - Scale = 1:76.9 LOADING (ps1) TIC 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.92 BC 0.83 WS 0.65 Matrix-SH DEFL. Ve t(LL) Vert(CT) Horz(CT) Wlndf-L) in floc) I/defl Ud -0.09 15-16 >999 360 -0.1815-16 >999 240 -0.03 10 rda n/a 0.05 13 >999 240 PLATES GRIP MT20 244/190 Weight: 222 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 2x4 SP NO.2 *Except' except end verticals. 5-17: 2x4 SP.No.3 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. Except: WEBS 2x4 SP No.3-Except' 5-2-0 oc bracing: 16-17 2-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=801/0-6-0, 19=422/0-8-0, 17=1256/0-8-0 Max Hom 19=438(LC 12) Max Uplift 10=-358(LC 13), 19=-94(LC 12), 17=-638(LC 12) Max Gmv 10=801(LC 1), 19=426(LC23), 17=1256(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 337/94, 5-6=-662/526, 6-7=-619/517, 7-8=-804/592, 8-9=-445/341, 9-10=-762/640, 2-19— 370/451 BOT CHORD 18-19=-341/312, 17-18=-341/312, 16-17=-1041/868, 5-16= 966/903, 14-15=-604/813 WEBS 3-17= 377/369, 5-15=305/599, 6-15=-16/297, 7-15=-052/383, 7-14=-196/302, 8-11=-715/657, 9-11=-610/797, 11-14=-346t452,8-14=-451/593 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsF, h=15N; Cat. II; Exp C; Encl.,. GCpi=0.18t MWFRS (envelope) and C-C Extedor(2) -1-53 to 4-6-13, Intedor(1) 4-6-13 to 18-2-0, Exterior(2) 18-2-0 to 23-9-8, Intedor(1) 23-9-8 to 32-0-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 270-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except 01=11b) 10=358, 17=638. WalterP. Finn PE No.22839 MRek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33810 Data: July 16,2019 0 WARNING -yerMy design Parameters and READ NOTES ON This AND INCLUDED MREK REFERANCE PAGE of 7xln mx. 10TUQUIS BEFORE USE • Design void for use only with MRek®connectors. ThB design is based only upon parameters shown, and a for an Individual building component not a truss system. Before use. me building designer must verity the cpplleabslty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of lncMdual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stoblilN and to prevent collapse with possible personal Injury and properly damage, For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems. seeANSUIRI Qua111y Cdfada, DS3419 and ICSI eaulding Compananl elformatbrpvallable from Truss Plate Institute, 218 N. Lee Steeptie Su317 Alexandria VA 22314, 69M Palle East Blvd.Safety Tamps, FL 33610' Job Truss Truss Type Oty Ply T17610512 1623950-GHO-33FL AS Roof Special 1 1 Job Reference (opdonap oulmCm rnir Juur , "ien tiny, rL - azOoa, 8.240 s JIM 8 2019 MI I eK 15 1 U:48:59 2U19 2x4 19 1B 17 [) 2x4 11 2x4 11 5x8 = ST1.Sx8 STP= ST1.5x8 STP= 2x4 I ST1.5x8 STP= 3xe II 6xB = 2x4 11 3x6 II 5-0-12 10-9:0 10.8r0 18.2-0 22-1-1 27-0-8 32-2-0 5.0.12 A.n.a a- ze.n n.tte I s.n.e one I Scale=1:79.8 Plate Oftsets(X,Y)— [7:0-0-130-1-91 [14:0-5-80-4-01 [17:0-3-80-MI -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) -0.10 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.1915-16 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) -0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Wind(LL) 0.04 8 >999 240 Weight: 2291h FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4SPNo.2-Except- 5-17,8-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 -Except- 2-19: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=780/0-6-0, 19=422/0-8-0, 17=1241/0-8-0 Max HDrz 19=473(LC 12) Max Uplift 11=.375(LC 13), 19=-77(LC 12), 17=-659(LC 12) Max Gmv 11=780(LC 1), 19=426(LC 23), 17=1241(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/23, 3-5= 272/157, 5-6=-643/464, 6-7=-555/510, 7-8=-481/420, 8-9=-677/568, 9-10=-423/348, 10-11= 737/667,2-19=-370/412 BOT CHORD 18-19=-370/322, 17-18=-370/322, 16-17=-1026/898, 5-1fi=-949/935, 14-15=-573/682 WEBS 3-17=-383/387, 5-15=-327/577, 6-15=-35/266, 8-15=-399/335, 12-14=-343/390, 9-14=-353/409,9-12=-606/657,10-12=-6181750 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 act bracing. Except: 5-2-0 cc bracing: 16-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5,3 to 4-6-13, Intedor(1) 4-6-13 to 18-2-0, Exterior(2) 18-2-0 to 21-9-8, Interior(1) 21-9-8 to 32-0-4 zone; cantilever 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) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ito uplift at joint(s) 19 except at=lb) 11=375, 17=659. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Q WMNING-VerHyaeslgnpbrametenand RE DNOMS ON 7NISANO1NaUDEDMB KNEFENANOEPAGEMIP74m3re 100MR115 BEFORE USE. �G�' Design valid for use only with MOek® connectors. Ihb design Is based only upon parameters shown, and Is for an IndMduol 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 bullding design. Bracing Indicated is to prevent buckling of hdivaual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of busses and buss systems, seeANSVIPI I Quatly Criteria, DSB419 and SCSI Suadhp Component Safety Infomsatfornvaaoble from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandrlo, VA 22314. k-.L!!Ye MiTek' 69M Parka East Blvd. Tampa. FL 33610 Job Truss Truss Type Ory Ply T17610513 1623950-GHO-33FL A9 Roof Special 1 1 Job Referent. (optional) Builders Fret Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:00 2019 Page 1 ID:PGhz4yDMsRbsFNS9Gp23J7y5woJ.glGmGyuVagYGLBF1 FBV51JzW vZYo4ppa5u5uDYXW EH 22-1-1 -1-6-0 5-042 10-8-0 15.10-0 2"e0 1-6 2G-11-12 32-20 Lit-0 5-0-12 5-7-4 6-2.0 4-8-0 4- 4-10.12 5-2-0 0-7-1 Scale = 1:72.3 3x6 = 4x6 = 6.00 12 5x6 = 6 7 8 3x4 = 3x4 = ST1.5x8 STP = 18 - 6xB = 8-0-12 10-0-0 1 8r0 15.10.0 20-EO 2-1-1 26-11-12 32-2-0 5-0-12 ~ 4-11-0 -8- 5-2-0 48-0 1-7-0 ~ 4-10-12 S-2-0 Plate Offsets (X Y)-- 17:0-3-0 0-2-07 115:0-5-12 0-2-01 f18:03-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lot) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.07 15-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.1215-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz CT) -0.04 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matti Wind(LL) 0.04 9 >999 240 Weight: 236 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 5-18,9-14:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 'Except* 2-20:2x6 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=782/0-6-0, 20=427/0-8-0, 18=1233/0-8-0 Max Hom 20=455(LC 12) Max Uplift 12=-383(LC 9), 20=-83(LC 12), 18=-625(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (Ile) or less except when shown. TOP CHORD 2-3=-343/0, 3-5=-300/155, 5-6=-580/415, 6-7=-451/469, 7-8=-674/577, 8-9=651/555, 9-10=-648/553,10-11=-425/358,11-12=-738/680,2-20=-369/389 BOT CHORD 19-20= 387/337, 18-19=-387/337, 17-18=-1008/963, 5-17=-956/987, 15-16=-530/591, 9-15=-362/344 WEBS 3-18=-402/427, 5-16--462/631, 13-15=333/431, 10-15=-331/376, 10-13=-598/655, 11-13=-630/750,7-16= 288/214,7-15=-102/263 Structure[ wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 5-2-0 oc bracing: 17-18 1 Row at micipt 7-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph,(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 15-10-0, Exterior(2) 15-10-0 to 21-6-0. Interior(1) 21-6-0 to 32-0-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 get bottom chard 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 1001b uplift at joint(s) 20 except (jt=1b) 12=383, 18=625. Walter P. Finn PE No.22839 MRekUSA, Inc. FL Cent 6634 6M Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Q WARNWG-Vedlydeai9npersmefersand READNOTESONTNISANDWCLUDEDMREKRUF ANCEPAGEMO-74nmv. 1aTY1015aEFOREU5E Design valid for use only with MRelk9connectors. Mis design Is based only upon parameters shown, and Is for an indMtlual building component, not a tress system. Before use, the bWOing designer mustvedfy the oppllcabJity of design parametersantl properly Incorporate thb de9gn Into the oveiali buacng design. Bracing Indicated is to prevent buckling of Individual less web and/or chord members only. Additional temporary and permanent bracing MiTeK Is always rewired for stability and to prevent collapse wins possible personal Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and Was systems seeANSVrP11 literally CMindo. DSB419 and SCSI Building Component 69U Parke East Blvd. Solely Infonnatbrnvaiioble from Truss Plate Insiftute, 21 B N. Lee Sheet, Suite 312. Nexondra, VA 22314 Tampa, FL 33610 Job Truss Truss Type Oty Ply T77610514 1623950-GH0.33FL A70 Roof Special 1 1 Job Reference o tional 2x4 R c nn n o.zru s Sun 0 zu ro mi I UK Ir IUUb U'U' ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-zgfrUogdsVPz3 I-0 22-6-0 23-6-0 27-84 D 8-8-0 -0- 42-4 46 6x8 = 5x6 = 6 2x4 II 23 24] B ST1.5x8 STP -.3x6 2x4 II 172x4 = 3.6 If 6a = nu. meow ru m:eo:oacuro rage r 3x4 = STP= cxd II 5-0.12 I V1 0 10-Br0 13-10.1 22-6-0 27-B-4 32-2-0 I I � Scale = 1:67.4 m n' Plate Offsets (X.Y)- [6:0-4-0 0-1.151 17:0-3-0 0-2-71 I17:0-3-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.14 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.29 14-15 >912 240 BCLL 0.0 - Rep Stress Incr YES WB 0.76 Horz(CT) -0.02 11 n/a n/a BCOL 10.0 Code FBC2017/fP12014 Matrix-SH Wind(ILL) 0.03 14 >999 240 Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 6-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-17: 2x4 SP No.3 WEBS 2x4 SP No.3 -Except- 2-19: 24 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 11=761/0-6-0, 19=383/0-8-0, 17=1298/0-8-0 Max Hom 19=398(LC 12) Max Uplift 11=-394(LC 9), 19=-144(LC 12), 17=-523(LC 12) Max Grav 11=773(LC 24), 19=383(LC 1), 17=1298(LC 1) FORCES. (Ile) -- Max. CompJMax. Ten. - All,forces 250 (lb) or less except when shown. TOP CHORD 2-4=-275/90, 5-6=-346/330, 6-7=-622/577, 7-8=-628/534, 8-9- 429/378, 9-10=-429/378, 10-11=-730/690, 2-19=-329/440 BOT CHORD 18-19=-422/333, 17-18=-422/333, 16-17=-1056/892, 5-16- 1044/899, 14-15=-347/312, 12-14=-535/615 WEBS 5-15=-433t742,6d5=-474/439, 6-14=-264/440,7-14_ 141/291, 8-12= 346/291, 9-12=-270/358,10-12= 670/761, 4-17=-406/415 Structural wood sheathing directly applied or 6-0-0 oc pudins, .except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: - 5-0-0 oc bracing: 16-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15f ; Cat. II; F)p C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Intenor(1) 46-13 to 13-10-0, Extedor(2) 13-10-0 to 19-10-0. 'Interior(l) 19-10-0 to 22-6-0, Extedor(2) 22-6-0 to 23-6-0, Interior(1) 23-6-0 to 32-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t=lb) 11=394, 19=144, 17=523. Walter P. Finn PE No.22839 MTek USA, Ina FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Data: July 16,2019 Q WARNING-yedlx design rvus.tere and BEAD NOTES ON THIS AND INCLUDED MarEK REFERANCE PAGE 110-7472 rev. 1011112015 BEFORE USE. Design volid for use only with MOeIo) connectors, Phis design Is based only upon parameters shown, and Is for on IndNidual bulltling component not a buss system. Before use. the bulltling designer must verity the appllcablllty of design parameters and properly Incorporate thB design Into the overall bulltling design. Brocing Indicated is to prevent buctting of lndNxlual buss web and/or chard members only. Additional temporary and permanent bracing M!Tek* Is always raquIred for stability end to prevent collapse wIth possIble personal Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection end bracing of trusses and mass systems seeANSVIPII Quaff CMrrM, DS349 and 3CS1 Building Component 69N Parke East Blvd. Safely IlsfoanpBOMvoaabie from Truss Plate Institute, 218 N. Ise street, State 312, Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type • CityPly T17610515 1623950-GHO-33FL B1 Roof Special 1 1 Job Reference o tional Cuncers First Source, Plant City, FL - a2b6b, 8.240 s Jun a 2019 MI l eK Industries, Inc. l ue JUI I b I o:49:ez zU19 rage l ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-d8ON?uz81 BwGVele8gAzAjPMLjG4G2K61 PNCz6yxW EF -1-8-0 fi-0.12 11-"0 18-2.0 24-6.0 1.- 30410 36-2-0 1-6-0 fi-0.12 5-9-4 6-4-0 64.0 _0 4-10-10 5-9-6 Scale = 1:71.2 6x8 = 6x8 = 5x8 = 5x6 602 MT20HS = 2x4 II 5x8 - 2z4 11 ST1.$%8 STP= 4 52324 6 7 0 0 2x4 I� 'ST1.5x8 STP = 5x6 = 3x4 = 3x6 3.8 = 30 = 3x6 - 5.8 = 2x4 11 3x6 II 6-0.12 11-10.0 24-6-0 26fi 0 30.4-/0 3E2.0 a.r.ta I ao.e 4 e:n a.n-n , n 2 c a 4 Plate Offsets (X,Y)- [4:0-6-0,0-2-8] 16:0-6-00-2-81 f9:0-1-12 0-3-01 - - -- - - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.11 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.22 13-14 >999 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.07 21 r✓a rite BCDL 10.0 Code FBC20171TP12014 Matrix-SH Wind(LL) 0.15 14 >999 240 Weight: 25B lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-10-3 oc pudins, BOT CHORD 2x4 SP No.2 .except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. 2-18: 2x6 SP No.2 WEBS 1 Row at midpt 7-11. 9-11 OTHERS 2x4 SP No.3 *Except* 9-20: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 18=1412/0-8-0, 21=128210-6-0 Max Harz 18=343(LC 12) Max Uplift 18=-529(LC 12). 21= 614(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/1498,3.4---1830/1448,4-5=-1810/1536,5.6=-1810/1536, 6-7=-1726/1384, 7-8=-1031/805, 8-9-1031/805, 2-18=-1350/1212 BOT CHORD 17-18=-579/416, 16-17=-1653/1755, 14-16=-1375/1575, 13-14=-1257/1563, 11-13=-1274/1587 WEBS 3-16=-279/333,4-16=-123/326,4-14=-230/451,5-14=-387/474, 6-14=-359/459, 6-13=-108/309,7-11=-893/754,8-11=-306/344,9-11=-112211437, 2-17=-1100/1563, 9-21=-1288/994 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Intedor(1) 4-6-13 to 11-10-0, Exterior(2) 11-10-0 to 17-10-0, Interior(1) 17-10-0 to 24-6-0, Exterior(2) 24-6-0 to 25-6-0, Intertor(1) 25-6-0 to 35-5-0 zone; cantilever 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) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joints) 21 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 18=529, 21=614. WalterP. Finn PE Na12839 MTek USA Inc. FL Cert 6634 699 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 OWABN/NG. VehIydes/gnpammefeMend8E40 NOTES ON TNISAND INCLUDED MMEKNEFENANRE PAGEMIli me NeA'e2a16BEFONEUSE. Design volld for use only with MSeIs9 connectors. This design Is based only upon parameters shown. and Is for an Indvidual bulling component, not a Vucs system. Before use, the building designer must verity Me opplicabYiry, of design parameters and property Incorporate the design Into the overall Curdling design, Bracing Indicated a to prevent buckling of lndivlducl truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fobrication storage. delivery, emcaon and bnaGng of trusses and truss systems. seeANSVTP11 Cuall! CMr.M, DS6.89 and SCSI Building Component Safety Infarmatbspvciloble from Truss Plate Institute, 218 N. Lee Sheet, Sude 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ` OtY Ply T17610516 1623950-GHO-33FL B2 Roof Special 7 1 Job Reference (optionall Builders First Source, Plant City, FL- 32556, 8.240 a Jun 8 2019 MITek Industries, Inc. rue Jul 161 U:49:U3 2V1U Scale=1:72.6 6.8 = GxS = 5x6 = 5x6 = 5x12 = 3x4 = 3x6 = 2x4 11 5x8 = ST1.5x8 STP = 8.00 12 as II 5 s 7 26 8 s 10 11 4 3x4 i 325 5x8 i24 16 2x4 It 2 1 17 15 qq 23 19? ]4 5x12 = 16 7x10 = c 20 19 16 3x4 = 14 13 27 28 12 5T1.5x8 STP = 5x8 = 2.4 11 2x4. 11 5118 = 5.6 = 3x6 11 4-2.12 8.2-0 15-7 15 2' 545 26-8-0 31.8-4 3%2-0 4.2-12 311-4. 7-&0 59-15 ( 5-0-t 5.2-4 4-5-12 Plate Offsets (X Y)-- 15:03-0 0-2-01 19:0-6-0 0-2-81 (11:0-5-4 03-01 r15:0-4-12 Edoel rl7:0-4-e 0-2-81 LOADING (pso SPACING- 2-" CSI. DEFL. in (too), Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.76 Vert(LL) -0.21 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.4512-13 >958 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.13 23 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.25 15-16 >999 240 Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc pudins, BOTCHORD 2x4 SP No.2*Except* .except end verticals. 4-18,8-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-5 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 10-12 2-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 *Except* 11-22:2x8 SP 240OF 2.0E REACTIONS. ([Wsize) 20=1412/0-8-0, 23=1282/0-6-0 Max Horz 20=28B(LC 12) Max Uplift 20=-545(LC 9), 23=-615(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD'2-3=-1906/1436,3-4=-2449/1991,'4-5=-2429/2123,5-6=-2541/2074, 6-8=-2459/2002, 8-9=-2443/1992,9-10=-1887/1478,12-22=-731/1062,11-22=-731/1062, 2-20=-1360/1218 BOT CHORD 19-20=-443/293, 4-17- 141/277, 16-17=-1725/1990, 15-16=-2043/2540, 8-15=-300/389, 12-13=-1318/1680 WEBS 3-19=-682/688,17-19=-1522/1651,3-17=-3BO/546,5-17=-495/486,5-16_ 445T783, 6-16=-325/350,13-15=-1197/1596,9-15=-966/1110,10-13=-186/276, 10-12=-1788/1409, 2-19- 1142/1578, 11-23=d293/988 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;,Vult=176mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterici -1-5-3 to 4-6-13, Interior(l) 4-6-13 to 9-10-0, Extedor(2) 9-10-0 to 15-7-15, Interior(1) 15-7-15 to 26-6-0, Extedor(2) 26-6-0 to 27-6-0,.Interior(1) 27-6-0 to 35-5-0 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Beading at joint(s) 23 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=645,23=615. Walter P. Finn PE No.22839 NTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 ,&WARNING- Verily designyarametemand READNOTES ON TNISANDINCLUDEDMR KREFERANCEPAGEMX74MmV.. 1WD.7f1DISBEFORE USE. Design valid for use only with MBBa connectors. This design Is based orly upon parameters shown, and Is for an individual bustling component, not a muss system. Before use, Me building designer must verity the oppllccbllity, of design parameters and property Incorporate this design into Me overall bulldingdesign. Bracing indicated is to prevent bucWing of individual truss web and/or chord members only. Addllional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with poslbie personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1P11 Gu o220ly CMedu, DSB4I9 and 11051 Building Component 6904 Parke East Blvd. Safely Informelbrsovoilabie from Truss Plate Institute. 218 N. We Sheet Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Thus Truss Type Ory Ply T17610517 1623950-GHO-33FL 83 Roof SpeUal 1 1 Job Reference (optional) oulloors rust Jounce, rlam ally, rL- J2bbb, 8.240 s Jun a 2mV MI I eK InawmeS, Inc. I U6 JUI lb 2x4 6x12 MT20HS = 6xB = Sx6 = 5,02 = 3.4 = 4x6= 2x4 II 5x8 = a nn 7�_ ,. _ ST1.51se STP = 19 18 17 3x4 = /3 12 11 ST1.5x8 STP = SX8 = 2x4 11 2x4 11 6x8 = 46 = 3.6 11 4.0.12 8:2 0 --14.4H 21-5-15 I @86-0 l 37-6-0 a-nnp Sit 1, aas zar aan W4 Scale = 1:75.2 i8 IQ Plate Offsets(XY)-- [4:0-10-DO-2-8][6:0-3-OEdgel [8:0-6-00-2-81 [10:0-5-40-3-01 [14:0-4-0fdgel [16:0-7-00-0-01 LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.98 Vert(LL) -0.31 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.61 14-15 >727 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.18 22 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH WincILL) 0.4214-15 >999 240 Weight: 240 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except' 4-17,7-13: 2x4 SP No.3 WEBS 2x4 SP No.3'Except* 2-19:2x6 SP No.2 OTHERS 2x4 SP No.3 *Except* 10-21: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 19=1461/0-8-0, 22=1331/06-0 Mu Horz 19=232(LC 12) Max Uplift 19=-600(LC 9), 22=641(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. WEBS 1 Row at midpt 12-14, 8-14, 9-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1963/1500, 3-4=-2698/2157, 4-5=-3397/2662, 5-7=-3443/2695, 76=-3413/2687, 8-9=-2260/1709,11-21=-768/1127,10-21=-768/1127,2-19=-1411/1273 BOT CHORD 18-19=-407/260, 4-16=-298/426, 15-16=-2012/2429,14-15=-2630/3396, 7-14= 380/470, 11-12=1565/2055 WEBS 3-18=-7791759,4-15=-737/1174,5-15=-442/466,12-14=-1414/1865, 8-14=-1287/1595, 9-11=-2111/1611,2-18=-1169/1632,16-18=-1530/1700, 3-16=-4761740, 10-22=-1350/1013 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=158; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exierior(2) -1-5-3 to 46-13, Interior(1) 4-6-13 to 7-10-0. Exterior(2) 7-10-0 to 13-10-0. Interior(1) 13-10-0 to 286-0, Exterior(2) 286-0 to 296-0, Interior(1) 296-0 to 36-9-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 22 considers parallel to grain value. using ANSITPI 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 100111 uplift at joint(s) except at=lb) 19=600, 22=641. Waiter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 WARNING - Vedtydesigm,mm etersmdNEADNOTE60N THIS AND /NCLUDEDMREKNEFENANCEPAGEMl4)473me 16N12015 BEFORE USE Design valid for use only with Mgek® cannactom. The design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, ire buJdhg designer must verily the applicobelty of ❑a9gn parameters and properly Incorporate th s design Into the overall bulltling design. Bracing Indicated Is to prevent buckling of IndNldual fuss web and/or chord members only. Addltlonal 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 fabricotlon, storage, delivery, erection and bracing of fusses antl truss systems. seeANSVMII Quality Criteria. OS0419 and BCSI Bulding Component 6904 Palle East Blvd. Safety Nformaliamr,d able from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oty Ply T17610518 1623950-GHO-33FL B4 ROOF SPECIAL GIRDER 1 2 Job Reference op Vonal tw mers tins[ Jource, rlant Glly, rL - J2bbb, 8.240 S Jun 8 2019 MI I ek InaU5me5, Inc. I ue JUI I U IU:49:Ub 2019 Page 1 ID:PGhz4yDMsPibsFNSgGp23J7y5woJ-RIIeGy2vc1 gOEZIoVxHNP_fKk7CSgiP_OKgW AmyxW E9 (7-6-0 5-10.0 8-2.0 14.9-15 21-5-15 25.11-15 30-fi-0 3 1-0 37-6-0 1.6-0 5-10.0 2-4.0 6-8-0 &B-0 4-6-1' 4-6-1 -0- 6.0.0 Scale = 1:75.2 NAILED NAILED NAILED 6x8 = 5xB _ NAILED NAILED NAILED NAILED NAILED NAILED NAILED Sx6 = 5.12 = 6.00 Fi2 NAILED 46 = NAILED NAILED 3x4 =NAILED 4x6 = 3x4 11 3x8 = NAILED 5x8 = 26 3 27 4 28 29 30 5 31 32 633 7 34 35 368 37 38 9 10 4T1.5xe STP = NAILED 11 SxBig] 2x4 p 1m 1 8 16 24 to ]d 42 43 44 17 45 46 47 Qi 1 21 20 3x4 198x10 15 13 12 39 40 41 = NAILED NAILED 7x10 = 49 5014 51 52 ST1.5x8 STP = 5x8 = 2.4 11 NAILED NAILED NAILED 2x4 11 Sx12 = 3x4 = 4x6 = 3x6 11 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 5-10-0 8-2-0 111-15 21-5-15 2%11-15 30-6-0 1-8- 37-6-0 5-10.0 2-4-0 EB-0 fi-B-O 4.6-1 4-&1 6.0.0 Plate Offsets (X,Y)-- 13:0-6-0,0-2-41,16:0-3-O,Edge) 18:0-3-8 0-1-81 19:0-6-0,0-2-81 111:0-5-4 0-3-01 116:0-3-12 Edgel 118:0-6-4 0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.88 Vert(LL) 0.86 16-17 >516 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.9016-17 >492 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Hom(CT) 0.23 24 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 457111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc pudins, 3-e: 2x4 SP No.1 .except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. 4-19,7-15: 2x4 SP No.3, 16-18: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 14-16: 2x4 SP No.2, 2-21: 2x6 SP No.2 OTHERS 2x4 SP No.3 *Except* 1.1-23: 2xe SP 240OF 2.0E REACTIONS. (fib/size) 21=2625/0-8-0, 24=2410/0-6-0 Max Horz 21=176(LC 8) Max Uplift 21=-1779(LC 5), 24=-1678(LC 5) FORCES. fib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=AO14/2814,3-4=-6669/4832,4-5=-9115/6537,5-7- 9216/6641,7-8=-9018/6494, 8-9=-5768/4155,9-10=-4561/3242,10-11=-048/306,12-23=-1540/2249, 11-23=-1540/2249, 2-21=-2511/1747 BOT CHORD 20-21=-546/455, 4-18=-1293/1057, 17-18=-4947/6844, 16-17=-6527/9115, 7-16=-511/543, 14-15=-340/434, 13-14-2929/4111, 12-13=-2908/4088 WEBS 3-20=-2084/1503,18-20=-2703/3771,3-18=-3485/4841,4-17=-1730/2483, 5-17=-7047727, 14-16=-3905/5473,8-16=-2735/3800,3-14=-2392/1874, 9-14>1564/2158, 9-13=-123/316,10-12=4241/3032,2-20=-2115/3071, 10-13=-217/306,11-24=-2464/1717 NOTES- 1) 2-plytruss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (f7 or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf;, h=15ft; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Walter P. Finn PE No.22839 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide MiTek USA, Inc. FL Cad 6634 will fit between the bottom chord and any other members. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify 8944 Parka East Blvd. Tampa FL 31610 capacity of bearing surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=11b) JUN 16.2019 e. Q WARNING. Ver/ry Cesl9nparemefers and READ NOTES ON THISANa INCLUDED MREKREFERANCEPAGEMP-7473re1. 101134?015 eEFOREUSE • Design valld for use only win MlrekG connectors. this design Is Dosed only upon parameters shown, and Is Iran IndNlduol building component, not 0 truss system. Before use, the building designer must verify me appllcaloNty of design parameters and properly Incorporate this design Into the overall bulding design. Bracing indicated is to prevent buckling of lnOMdualfmss web and/or chord members only. Additional tempolory and permanent bracing M!Tek' a always required for stateirty and to prevent collapse Win possible personal Injury and property damage. For generol guidance regarding the fabrication storage, delivery, erection and bracing of busses and truss systems. seeANSUIPII Qua' Cdtedp, DS349 and BCSI!aiding component fall Informalbmvallable from Truss Plate Institute, 218 N. Lee Street. Suee 312 Alexandria. VA 22314. 69" Parka East Blvd. Tampa, FL 33610 Job Thus Truss Type Ory Pl=§�.fgmpg T17610516 1623950-GHO-33FL B4 ROOF SPECIAL GIRDER 1 Builders First Source, Plant City, FL- 32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:49:092019 Page 2 ID:PGhz4yDMsRbsFN5gGp23J7ySwOJ-vUJOTH3XNLoHdK_3eocyBBVUXYhP9f7e_Z4iCyxWE8 NOTES- 10) "NAILED' indicates 3-1 Od (0.148'I3') or3-12d (0. 148'x3.25') toe -nails per NOS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 226 lb up at 30-6-0 on bottom chord. The .designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead .+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.2=54, 2-3=-54, 3-9=54, 9-10=-54, 10-11=-54, 19-21=-20, 16-18==20, 12-15=-20 Concentrated Loads (Ib) Vert: 9= 100(B) 17=-59(B) 5=-69(B) 13=-233(B)25=-65(B) 26=-17(B)27=-76(B)28= 69(B) 29=-69(B) 30=-69(B) 31=-69(B) 32=-69(B) 33=-69(B) 34=-69(B) 35=-76(B).36=-76(B)37=-76(B) 38=-76(B) 39=-64(B)40=-149(B) 41=41(B)42=-59(B)43=-59(B)44=-59(B)45=-59(B)46=-59(B) 47=-59(B) 48=-59(B) 49=-41(B) 50=41(13) 51=41(B) 52= 41(B) AWARNiNG- lrerllydeslgnPsns eferaanCRE01ONO7ESONM6ANOINCLUGEBMNEKREFERANCEPAGEMb7473mv.la=aO1SBEFOREUSE Design valid for use only with MmelsQ connectors. This design is based only upon parameters shown, and Is for an halvitlual building component not a hum system. Before use, the bustling designer must verity Me oppllcabllry, of design parameters and properly Incorporate this tleygn Into Me overall building design. Bracing Indicated is to prevent bucklhg of Individual Muss web and/or chord members only. Additional temporary and permanent bmcng WeK Is always real for stobOHy and to prevent collapse wtth possible personol injury and property damage. For general gul once regarding Me fabrication, storage, delivery, erection and bracing of Musses and huss systems, seeANSVrPll Qualryy Warts, 03049 and SCSI Building Component 69" Parke East BNd. Safety Nformallonwalloble from Truss Rate Infinite, 218 N. Lee Sheet, SuBe 312, Alexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty PlTJ.b T17fi10519 1623950-GHO-33FL C1 COMMON 3 eference feet,onal buloers First Source, Plans lAty, FL-32566, 6.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:49:10 2019 6.00 F12 5.8 = Scale: 3/16'=1- 5x8 STt.5x8 STP = 1 10 20 --- - 3x4 = 7x10 = "^" - 5x8 = 11 3a5 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3xB - LOADS IMPOSED BY SUPPORTS (BEARINGS). 4-11-6 844 i 15-7-12 25-2-12 I 32-7.0 1 4-11-6 3-0-14 ]-3.R P.3n ze-a N 6 1 q Plate Offsets (X Y)-- [2:0-4-00-2-13] [9:0-4-0 0-3-01 [14:0-3-8 04-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.89 Vert(LL) -0.54 14-15 >716 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(GT) -1.21 14-15 >316 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.94 Horz(CT) 0.04 20 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 M81ri%SH Wind(LL) 0.58 14-15 >657 240 Weight: 232 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 4-8:2x4 SP M 31, 1-4:2x4 SP No.1 BOT CHORD 2x8 SP 240OF 2.0E'Except* BOT CHORD 13-16: 2x6 SP M 26 WEBS WEBS 2x4 SP No.3 *Except* 7-14:2x4 SP No.1, 10-20: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 2=1631/0-8-0, 20=138210-5-8 Max Hom 2=287(LC 12) Max Uplift 2=-261(LC 12), 20=-294(LC 13) Max Gmv 2=1797(LC 2), 20=1478(LC 2) FORCES. (Ib) --Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3595/900, 3-5=-2688/566, 5-6=-256B/723, 6-7= 2181/642, 7-8=-2568/943, B-9=-1846/1084;9-10=-18321770, 11-20=-1478/622, 10-11=-1296/626 BOT CHORD 2-17=.868/3269, 15-17=-B86/3313, 14-15=460/2346, 12-14=-321/1705 WEBS 5-15=-5/339, 6-18=-343/131, 14-18=-636/569, 7-18=-615/579, 8-14= 376/214B, 8-12=-519/141,9-12=432/658,10-12=-505/1441,3-17=-259/751,3-15=-1133/533 Structural wood sheathing directly applied or 2-2-0 oc pudins, .except end verticals. Rigid ceiling directly applied or 84-10 oc bracing. 1 Row at midpt 14-18.8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 18-2-0, Exterior(2) 18-2-0 to 24-2-0. Interior(1) 24-2-0 to 324-4 zone; cantilever left and right exposed;C-C for members and tomes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.011b AC unit load placed on the bottom chord, 12-0-0 from left end, supported at two points, 2-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 psf bottom chord live load noddoncurrent with anyother 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 chard and any other members, with BCDL = 10.Opsf. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-18 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 9) Bearing at joints) 20 considers parallel to grain value using ANSUfP1 1 angle to grain formula. Building designer should verity capacity of beating surface. 10) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 100111 uplift at joint(=) except 611=11b) 2=261,20=294. 11) ATTIC SPACE SHOW N IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Dale: July 16,2019 QWARNING- Verify Oeslgnparemeterdandf? AVNOTES ON THIS AND INCLUDED MrEKREFERANCEPAGEMIu7473mv. 1003ae15DEFORE USE. Design valld for use only with MOek® cornectors. This design Is based only upon parameters shown, and Is for an Individual bulling component, not a cuss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into nee overall bulldingdesign. Bracing Indicated is to prevent buckling oflndMdual hussweb and/or chord members only. Additional temporary and permanent bracing k always required for stability and to prevent collapse, with passible personal Injury and property damage. For general guidance regarding the fabrication, storage. dairvery, erection and bracing of husses and truss system% SOeANSVTP11 QualifyCm6,10. DSM9 and BCSI8ultlbp Component Nlortnotbrrrvoilable from Truss Plate IrsstiNfe. 218 N. We Street. Suite 312, AlexandrIa. VA 22314, ��• MiTek' 6904 Parke East Blvd. Tamps, FL 33610 Job Truss Oty PlyT77611623950-GHO-33FL C2 FR11fl 7 7 Job Reference (optional) euiaers rirst source, rlarnury, 1-1--32bB6, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:11 2019 Page 1 2x4 I 17 5xB = 04 0 4%IO MT20HS= 6.00 12 6 —20 3xB = 3.6 = 3x4 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale = 1:77.2 LOADING (,a, 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 FBC2017fTP12014 CSI. TC 0.84 BC 0.63 WB 0.81 Matrix-SH DEFL. Ved(LL) Verl(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.10 13-14 >999 360 -0.23 13-14 >999 240 0.09 20 n/a n/a 0.12 15 >999 240 PLATES GRIP MT20 '244/190 MT20HS 1871143 Weight: 216 lb FT=20h LUMBER- -BRACING- TOP CHORb 2x4 SP NO.2 TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins, GOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 14-16 OTHERS 2x4 SP No.2 WEBS 1Row at midpt 5-13.7-13 REACTIONS. ill 18=1291/Mechanical, 20=1197/Mechanical .Max Horz 18=324(LC 12) Max Uplift 18=-544(LC 12), 20=-478(LC 13) _ FORCES. (Ib) - Max. CompJMax. Ten. -A[] forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1458/1029, 3-5=-1693/1429, 5-6=-1289/1100, 6-7=-1289/1091,7-8=-1444/1049, 10-20=-1197/840,2-18=-1236/1100 BOT CHORD 17-18=.3651183, 5-14=-205/471, 13-14=-1287/1662, 11-13=-881/1253, 10-11=-570)772 - WEBS 3-17=-683/610, 14-17=-1012/1293, 3-14=-2971456, 5-13=-7991758, 6-13=-506f735, 7-13=.313/328,7-11=-145/273,8-11=-375/563,8-lD=-1313/1000,2-17= 674/1238 NOTES- 1) Unbalanced metlive loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Gat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 18-2-0, Extedor(2) 18-2-0 to 24-2-0. Intedor(1) 24-2-0 to 32-5-4 zone; cantilever left and right exposed;C-C for members and tortes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Was 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Be uplift at joint(s) except Qt=lb) 18=544,20=478. Walter P. Finn PE No12839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 O WABNNO-V fi& deefgn pemmete®end BEAD NOES ON THIS AND INCLUDED MrrEKBEFERANCEPAGEMO.7473 rev. 1OW2015B£FOBE USE Design valid for use only wim Ml connectors, INs design Is based only upon parameters shown and Is for an Individual bustling component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the overall bulldingdesign.Bracing indicated is to prevent budding of Individual vussweb and/or chord members only. Additional temporary and pmmanentbmohg a always required far stabilly and to prevent collopse, with possl personal hjury end property damage, For general guidance regarding the fabrication, storage. delivery, erection and bracing of Mrsses and taus systems. seeANSVBsjI Dual0tIyy Creeds. DS"9 and SCSI Building Component Safety Inrarmatbrcrvailoble from Truss Rate Institute, 21 a N. Lee Street Suite 312 Alexondda. VA 22314, �'- MiTek' 69M Parke Easl Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1623950-GHO-33FL C3 Roof Special 1 1 R.fr.(apt'onap_ ��Tl0521 Job mundane rust source, riarnLny, rL-a2bbb, 8 2019 MiTek Industries. Inc. I ue Jul 161 U:49:12 2019 rage 1 4.6 = 4,6 = 6.00 C12 5 6 5x6 19 18' 17 16' u^V 3x6 II Bile = 2x4 II 20 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale = 1:62.8 IQ LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/IP12014 CSI. TC 0.65 BC 0.95 WB 0:87 Matrix -Sit DEFL Ved(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.32 14-15 >999 360 -0.4714-15 >817 240 0.09 20 WE n/a 0.4014-15 >974 240 PLATES GRIP MT20 244/190 Weight: 2211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 4-1-3 oc pudins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 4-17:2x4 SP.No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: WEBS 2x4 SP No.3 10-0-0 cc bracing: 15-17 REACTIONS. (lb/size) 19=1203/Mechanical, 20=1199/Mechanical Max Horz 19=297(LC 12) Max Uplift 19=-472(LC 12). 20=-469(LC 13) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1471/1088i 2-4=-1904/1522, 4-5=-1373/1222, 5-6=-1165/1161, 6-7= 1347/1200, 7-8=-1197/925,8-9= 10UBf736,10-20=-1199/913,9-10=-1176/894,1-19=-1149/934 BOT CHORD 18-19=-359/171, 4-15=-303/470, 14-15=-1413/1662,12-14=-863/1165, 11-12=-967/1211 WEBS 2-18=-699/689, 15-18_ 1157/1312, 2-15=-326/432, 414=-761/795, 5-14= 316/417, 6-12=-207/384, 8-11= 724/631, 9-11=-1070/1486, 1-18=-812/1257, 7-12— 184/268, 7-11= 303/347 NOTES- 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0.1-12 to 6-1-12, Interior(l) 6-1-12 to 16-4-0, Extedor(2)16-4-0 to 26-0-0, Intenor(1) 26-0-0 to 32-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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-" wide will fit between the bottom chord and any other members, with BCDL=10.Ops1. 6) Refer to girder(s) fortmss to truss connections. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=472,,20=469. Walter P. Finn PE No.22839 MiTakUSA, Inc. FL Can 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 O WARNING- Verity design parametemand READ NOTES ON TN/SAND INCLUDED MREKREFEBANCEPAGEMII-74Mmv. 1013,2O15BEFOREUSE Design valid for use only with MOekaD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me bueding designer must yonlythe applicability of design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicated k to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems seeAN3VTPlf Quo y Cdteda, D33-89 and 301 Building Component UIIemlalbNvoeable from Truss mate InsHfute. 218 N. Lee Street. Suite 312, Alexondtlo, VA 22314. MiTek• 6904 Parke East Blvd.Sohfy Tampa, FL W610 Job Truss TypeOty Ply7T17610522 1623950-GHO-33FL C4 FR..fs,pecial 1 1 Job Reference (optional) nunoers"..ounce, rant Ull rL-J2Jbb, 6.241j S JM 62U1 V MI l eft lnausmes, Inc. r ue d ui IO 1 u:4o;I04U of rdyer ID: PGhz4yDMsRbsFNSgGp23J7ySwoJ-oFYxJf62RZJiKKellUsY61 MA58zHLOFjZcxHrzyxW E4 5-9-4 11-3-0 14-4-0 22-0-0 26-9-B 32-7-0 5-9-4 5-5-12 3-1-0 7-8-0 4-9-8 5-9-8 5xB = 4x6 = 5 22 23 6 5x6 Scale = 1:61.0 18 17 16 1&- 3x6 II 5x9 = 2x4 II VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (psi 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 Inor YES Code FBC2017/TP12014. CSI. TC 0.90 BC 0.66 WB 0.76 Matdx-SH OEFL. in (too) 'Vtlefl L/d Vert(LL) -0.12 11-13 >999 360 Vert(CT)-0.2511-13 >999 240 Horz(GT) 0.08 19 n/a n/a Wind(LL) 0.13 15 >999 240 PLATES GRIP MT20 244/190 Weight: 2241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing.. Except: 4-16: 2x4 SP No.3 - 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 WEBS 1Row at roll 5-11,8-10 REACTIONS. (lb/size) 18=1203/Mechanipal, 19=1199/Mechanical Max Horz 18=312(LC 12) ,Max Uplift 18=-449(LC 12), 19=-459(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TO_ P CHORD "=-1473/1086, 3-4=-1887/1561, 4-5=-1549/1386, 5-6=-1210/1165, 6-7=-l399/1183, 7-8= 1153/938,9-19=-1199/953, 8-9=-1142/972,1-18=1148/931 BOT CHORD 17-18=-417/200, 4-14=-357/403, 13-14=-1489/1630,11-13=-1165/1359, 10-11=-964/1180 WEBS 3-17=-6931734,14-17=-1252/1285,3-14=-319/406,4-13=-540/629,5-13=-395/589, 5-11=-307/272,6-11= 89/353,7-10=-898/872,8-10= 1229/1505,1-17= 824/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2pst BCDL=5.0psf; hl5ft; Cat. II; ExIo C; Encl., GCpIlS; MWFRS (envelope) and C-C Extenor(2) 0-1-12 to 6-1-12, Intenor(1) 6-1-12 to 14-4-0, Extedor(2)14-4-0 to 20-4-0, Interior(1) 20-4-0 to 22-0-0, Extenor(2) 22-0-0 to 26-9-8, Intenor(1) 26-9-8 to 32-5-4 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to Bearing plate capable of withstanding 1001b uplift at joints) except all 18=449,19=459. 19 Walter P. Finn PE No:M39 MTek USA, Inc. Fk Cad Ill 8904 Parke East Blvd. Tampa FL 33610 Dale: July 16,2019 Q WARNWG-Veritydee,S parametersand READNOTES ON MSANDWCLUDEDMR KREFERANCEPAGEM07479mx. To=?0156EFORE USE. Design valid for use only with M9e1 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 yen"o, applicability of design parameters and properly Incorporate this design Into Me overall buildinBdeelgn. Bracing Indicated Is to prevent buckling of individual Cuss web and/or chord members only. Addifland 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 Me fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANBU1911 CualMv CrIll DSII-69 antl BC91 Building Component e904 Parke East BI d. Sai lnfoonalloncvailable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexantlrla. VA 22 14. Tampa, FC 33610 Job Truss Oly Ply T17fi10523 1623950-GHO-33FL C5. 7TwsfsS1,�p­e ecial 1 1 Job Reference (optional) CUNers rnl i auunw, ".0 4ny, rL- JGaoa, u.L4u a dun a zu l e ma i eR 54 = 5x12 = 3x4 11 2x4 II 5x6 = 3.4 11 2x4 II 4 5 6 a 3xa= 3x4: Scale: 3/16'=1' 17 16 15 14 3x6 11 5xB = 2x4 It _ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x12 = LOADS IMPOSED By SUPPORTS (BEARINGS). LOADING (psf) TCLL 20.0 TCDL _ 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOI. 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'. TC 0.67 BC 0.62 WB 0.80 Matri DEFL. Vert(L-) Vert(CT) Horz(CT) Wind(L-) in (loc) Vdefl . Ud -0.13 12-13 >999 360 -0.2612-13 >999 240 0.09 18 n/a n/a 0,1312-13 >999 240 PLATES GRIP MT20 244/190 Weight: 2261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, BOT CHORD 2x4 SP No.2"Except` .except end verticals. 3-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or5-0-10 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 13-15 - WEBS 1now atmidpt e-18,7-9 REACTIONS. (lb/size) 17=1203/Mechanical, 18=1199/Mechanical Max Horz 17=327(LC 12) Max Uplift 17=-423(LC 12), 18=-577(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1473/1042; 23= 1834/1519, 3-4= 1785/1694.4-5=-1583/1395, 5-6=-1583/1395, 6-7=-146511220, 9-18= 1199/959.1-17=-11491897 BOT CHORD 16-17=-495/230, 3-13= 184/391, 12-13=-1365/1476, 10-12=-1019/1228, 9-10=-1027/1261 WEBS 2-16= 657/722, 13-16= 1317/1298, 2-13=-236/395, 4-12=-160/281, 5-12=-3561445, 6-12= 513/531, 7-9=-1550/1265, 1-16=-847/1264, 4-13=-625/583, 6-10=-118/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat11; Exp Q Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1.12 to 6-1-12, tnterior(1) 6-1-12 to /2-4-0, Exterior(2) 12-4-0 to 18-2-0, Intedor(1) 18-2-0 to 24-0-0, Exterior(2) 24-0-0 to 24-9-8, Interior(1) 24-9-8 to 32-5-4 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=423,18=577. WafterP. Finn PE No12639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 16,2019 0 WARNING- Verily designp$aemefemand READ NOTES ON 1NISANOWCLUBEO MREKREFERANCEPAGEMIL74m rev. 11,4234m5BEFORE USE • Design valid for use only with MSelde connectors. This design is based only upon parameters shown, and is for on individual building component not a hum system. Before use, Me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign.&acingIndicatedistopreventbucklingofIndividualtrusswebantl/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 storage, delivery, erection and bracing of muses and hum systems. seeANSVrPI1 Cuum, Cm9M. P3049 end SCSI Building Component 6904 Page East Blvd.fabrica9orn Se ety mformalbmvollable from Truss Rate Institute, 218 N. We Sheet Suite 312. Alexandria. VA 22314. Tampa,FL EastO Job Truss Tmss Typa Oty Ply T17610524 1623950-GHO-33FL C6 Rdol SDecial 1 1 Jab Reference (optlonap ommers rtr m source, rem l.ny,Is. - J2abb, U.24U s JIM a 2Ule MI I ex Industries, Inc. me aw rb sore: m < re rd9e I ID:PGhz4yDMsRbsFNSgGp23J7y5woJ-kegHkL7lzBZOZeo8PwOBSRZWyeKpveOlwOOwsyxW E2 5-9-4 1%. 0 11.3- ifi-5-4 22-3-0 24-11-0 32-7-0 5-9-4 4.6-12 11- 5-2-4 Moo 2-8-0 7-&0 Scale-1:61.9 5xB 3x4 11 6 e on 7 5x6 _ ]4 16 15 14 133x8 = 34 c do 3x6 = c» 3x8 11 5xB = 2.4 11 5x12 = 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 FBC2017rTP12014 CS'. TC 0.71 BC 0.75 WB 0:83 Matrix-SH DEFL. in Vert(LL) -0.15 Vert(GT) -0.29 Horz(CT) 0.07 Wind(LL) 0.13 (loc) Vdefl L/d 9-11 >999 360 9-11 >999 240 8 No Na 13 >999 240 PLATES MT20 Weight: 220 lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, BOT CHORD 2x4 SP No.2 *Except' except end verttcals. 3-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-15 cc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1Row at midpt 6-8 REACTIONS. fib/size) 8=1203/Mechanical, 16=1212/(vlechanical Max Hoe 16=359(LC 12) .Max Uplift 8=-518(LC 12), 16=-521(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1480/1036, 23=-1732/1372, 3-4=-1712/1361, 4-5=-1712/1361, 5-6=-1133/856, 7-8=-197/265,1-16=-1155/897 BOT CHORD 15-16=-561/256, 3-12=-250/363, 11-12=-143911511, 9-11=-1224/1428, 8-9=-843/1000 WEBS 2-15=-583/638, 3-11 =-1 84/314, 4-11 =-370/465, 5-11=-393/405, 5-9_ 1035/925, 6-9=-749/1176,6-8=-1361/1143, 1-15=-817/1264,12-15= 1315/1249, 2-12=-157/277 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E1le C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exteror(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 10-4-0, Exterior(2)10-4-0to 16-5-0, Interior(1) 16-5-4 to 24-11-0, Extedor(2) 24-11-0 to 30-11-0, Interior(1) 30-11-0 to 32-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=11b) 8=518, 16=521. Walter P. Finn PE NaIM39 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 QWABNING- Verify deslpnparsmeteraen✓READ NOTES ON WISANDRfCLUDED AA EKNEFEHANCEVAGEM&747a rev. 1GT 256EFOHE USE. Dasl9nvalid for useonly with MBek44connectors. This design Is based only upon parameters shown, and Is for an Individual buuding component, not ��- a truss system. Before use, Me building designer must verify Me oppllcablllry of design parameters and properly Incorporate MS design Into the overall building design, Bracing Indicated is to prevent buckling of lntllvidual muss web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stability and to prevent collapse with"ble personal injury and property damage. For general guidance regording Me fabrication. storage, calvary, erection and bracing of busses and truss systems, weANSVIPD QuT2 Criteria, D3549 and SCSI Su3ding Component Sa1�M th/penalbrovoJobte mom Truss Plate Intmtute. 218 N. We Sheet, Suite 312, Alexandria. VA 22314. Welk' not Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Ory Ply T17610525 1623950.GH0-33FL C7 Roof Special 1 1 Job Reference o rional bunal rinn bource, rlamt ry, I-L- bzbae, a.24u s Jun b Lulu MI I el(Inausuro5, inc. Iue Jui 10 IV.Yv.., ao. Bxh 4x6 = 3x4 = 2x4 11 700 = _ - 6 21 7 22 6 Scale=1:59.9 17 16 15 14 4x6 = 3x8 - 4x611 5a8= 2x411 3x4- 8-4-0 11-3-0 20-3-0 22-11-0 32-7-0 B-4-0 2- N 9.0.0 I, 2-8-0 - - 9-8-0 - Plate Offsets (X Y)- [t0-3-00-1-8] [2:0-6-8 0.1-121 [13:0-4-12 Edgel LOADING (psi) SPACING- 2-" CSL DEFL. in (loc): ,'Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.90 Vert(LL) -0.25 9-10 >999 360 MT20 '244/190 TCDL 7.0 Lumber DOL '1.25 BIC 0.93 Vert(CT) -0.50 9-10 >770 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Hmz(CT) 0.07 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.15 12-13 >999 240 Weight: 216 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-2::2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 3-15:2x4SP No.3 WEBS WEBS 2x4 SP No.3 *Except' 1-17: 2x4 SP No.2 REACTIONS..(Ib/size) 9=1199/Mechanioal, 17=1203/Mechanical Max Harz. 17=303(LC 12) Max Uplift 9=-508(LC 8), 17= 528(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1557/1111,2-3=-179211492,3-4=-1810/1508,4-5=-1900/1442,5-6=-1484/1127, 6-7=-1312/1070,1-17=-1124/948 BOT CHORD 16-17=-620/306, 12-13=-1727/1984, 10-12=-1556/1894, 9-10= 6821773 WEBS 1-16=-643/1183, 2-16=-590/659, 13-16= 1179/1392, 2-13=-755/1021, 4-13=-257/188, 4-12=-124/281, 5-10=-1187/985, 6-10=-265/457, 7-10=-647/895, 7-9=-1262/1131 Structural mod sheathing directly applied, except end verticals. .Rigid ceiling directly applied or 2-2-0 Do bracing. Except: 6-0-0 oc bracing: 13-15 1 Row at midpt 7-9 NOTES- 1) Wind: ASCE 7-10;'VuIt=170mph (3-second gust) Vasd=132ni TCDL=4.2psY BCDL=5.Opsf; h=15ft; Caul; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 8-4-0, Extedor(2) 8-4-0 to 14-4-0, Ihtedor(1) 14-4-0 to 22-11-0, Extedor(2) 22-11-0 to28-11-0, Intedor(1) 28-11-0 to 32-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water panting. 3) This trusshas been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 9=508,17=528. Walter P. Finn PENo.22839 MTek USA, Inc. FL Cent 6634 - 6904 Patke East Blvd. Tampa FL 3381D Date: July 16,2019 O WARNING- Verity desigeperamehre and READ NOTES ON THMANDINCLUDED MREKREFERANCEPAGEM6T4T3rev. loV34a15BEFOREUSE Design valid for use only with Meek& connectors. This design is based only upon parameters shown. and Is for an Individual bullding component, not a Thus system. Before use, Me building designer must verify me appllcablllty of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicated B to prevent buckling of Individual hums web and/or chord members only. Additional temporary and permanent bracing MTek• Is alwoysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regardingtha 6904 Parim East BNd. fabecaron storage, delivery, erection and bracing of trusses and hum systems, meANSVIPl1 GualMMyy Cdfetb, DSB-89 and BCSI Bull Component Tampa, FL 33610 Safety Inrormalbvai rnlabie from Truss Plate Institute, 218 N. Lee Sheet Sure 312, Mexondrlo. VA 22314. Job Truss Truss Type Oty Ply T17610526 1623950-GHO-33FL C8 Roof Special 1 1 Job Reference (optional) om,um-Fun, aum,u, 11m11 wy, 11-s9aoo, 6.24U S Jun 6 2U19 MI 1 an mouslne5, me. I Us JUI l b IUAU:Ia 2U I e 6.00 F12 5.6 = 2.4 11 Sx12= 6 719 17 16 15 14 Sx6 = 3.6 = 5XS - 3x6 11 5x8 = 2x4 II 5-9-4 11-&0ii 26-7.4 I 32-7-0 3.6 = 8 Scale = 1:58.5 Plate Offsets (XY)-- f6:0-3-0 0-2-01 r13:0-4-4 Etlge] - LOADING.(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC ,0.76 Vert(LL) -0.18 12-13 >999 360 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.36 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0:87 HOrz(CT) 0.09 9 We n1a BCDL 10.0 Code FBC2017/TPI2014 Mardi Wind(LL) 0.2212-13 >999 240 Weight: 2081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except* 4-15:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 17=1203/Mechanical, 9=1199/Mechanical Max Horz 17=74(LC 12) .Max Uplift 17=-554(LC 8), 9=-544(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17-1150/903; 1-2=-1183/840, 2-4= 2271/1596, 4-5=-2315/1633, 5-6=-2904/2071, 6-7=-1154/874, 7-8=-1153/874, 8-9= 1154/955 BOT CHORD 4-13=-364/409, 12-13=-1858/2513, 10-12= 1314/1707 WEBS 1-16=-1094/1546, 2-16=-1101/946, 13-16= 831/1069, 2-13=-970/1347, 5-12=-1425/1174, 6-12=-1238/1810,6-10=-752/597,7-10=�357/452,8-10=-1156/1531 Structural wood sheathing directly applied or 2-2-0 oc pudins, .except end verticals. Rigid ceiling directly applied or 4-3-4 oc bracing. Except: 10-0-0 oc bracing: 13-15 1 Row at Midi 1-16,8-10 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-seLrond gust) Vastl=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 20-11-0, Extedor(2) 20-11-0 to 26-11-0, Interior(l) 26-11-0 to 32-5-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-" fall 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 100111 uplift at joint(s) except 01=1b) 17=554,9=544. Map. Finn PE Na.22839 Mi rek USq Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; July 16,2019 O WARNING -Verity deerBAP nmi ch; .d READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MX74V MK MAQ42015 BEFORE USE. Design volid for use only with Mil connectors. This design is based only upon parameters shown, and B for on 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 me overall building design. Bracing Indicated B to prevent bucMing 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 hlury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and buss system& seeANSVIP11 Cuniny C@erli DSi and BCSI Building Component 69M Parke East BNd. Safety Infoenationavallable from Truss Plate Institute, 218 N. We Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17610527 1623950-GHO-33FL C9. Roof Special Girder 1 1 Job Reference o tonal 8.248 S Jun 8 2m 9 MI I eK Inauslnes, Inc. I us Jul 15 1 U:4U:2U 2U19 Scale=1:60.5 Special 6.00 12 NAILED NAILED. NAILED Sx8 = 2x4 11 _ 3x8 ' NAILED Sidi NAILED NAILED NAILED NAILED 4x6 = 7 22 23 248 25 26 27 9 3x6 = 2.4 11 3x6 = 2x4 II_ 1 NAILED NAILED 2 NAILED NAILED 4 5 j - S - - n 1, 1 B;� 0 19 20 27 3 m IT 3x4 = 13 12 32 33 11 34 9 35 36 4x6 11 19 18 2B 29 17 30 31 16 5x12 = 3x4 4x6 = NAILED 5x8 = NAILED NAILED 3x6 11 NAILED 3xB = 'NAILED NAILED 2x4 11 Special NAILED NAILED NAILED NAILED NAILED NAILED 5.7-8 11-3-016.3-0 18-11-0 25-7-4 32-7-0 5.7-8 5-7-8 -8- 4-40 2-8-0 6-8-0 6-H-12 Plate Offsets (X Y)-- [7:0-6-0,0-2-81 [10'Edge 0-3-81 [14'0-2-2 0-3-0) LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc), Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.24 11-13 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.2910-11 >B49 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) -0.03 14 n1a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 197lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purtins, BOT CHORD 2x4 SP No.2'Except* .except end verticals. 4-16:2x4 SP.No.3, 10-12: 2x4 SP NCA BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 2x4 SP No.3 *Except WEBS 1 Raw at micipt 9-11, 6r14 5-14: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 18=696/Mechanical, 10=1475/Mechanical, 14=2600/0-4-0 Max Holz 18=74(LC 8) Max Uplift 18=-448(LC 4). 10=-1062(LC 5), 14=-1836(LC 8) FORCES. fib) - Max. CompJMax. Ten. - All forces 250:(Ib) or less except when shown. TOP CHORD 1-18=-592/456, 1-2=-579/363, 2-4=-579/363, 4-5=-622/660, 5-6=-622/660, 6-7=-1743/1206,7-B=-1760/1280,8-9=-1760/1280,9-10=-1235/935 BOT CHORD 16-16=3/269, 14-15=-276/230, 13-14=-802/1177, 11-13=-1112/1552 WEBS 1-17=-416/668, 2-17=-591/657, 4-17=-712/956, 6-13= 458/522, 7-13=-106/436, 8-11=-475/456,9-11= 1461/2008,4-14=-1196/1029,6-14=-2234/1641 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T6DL=4.2psf; BCDL=5.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to'girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 18=448, 10=1062,14=1836. 7) "NAILED' indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 2331b up at 18-11-0 on top chord, and 373 Ib down and 356 Ib up at 18-11-0 on Bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (pit) Vert: 1-6= 54, 6-7=-54. 7-9=-54, 16-18---20, 10-15=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6984 Parke East Blvd. Tampa FL 33610 Date: JUN 16,2019 O WARNWG- VeNfy Cesignperemeto. dREAD NOTES ON TH/SAND WCLUDED MREKREFERANCEPAGEMII-74M rev. 1GTAi2015BEFORE USE Design valid for use only wild MBedle connectors. Phis design Is based only upon parameters shown, and Is for an Individual building component, not a nuss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or Chord members only. Additlonaltempororyondpeimonentbmcing MiTek' Is always reaulred for stability and to prevent collapse with possible personal In1ury and property damage, For general guidance regarding the fabrication, storage: delivery. erection and bracing of nudes one truss systems, seeANs1/IPII Quality Creedal. V3549 antl BC51 Building Component 69N Parke East Blvd. solely Informations Noble from Tess Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply T17610527 1623950-GHO-33FL C9 Roof Special Girder 1 1. ' Job Reference (optional) U.e4usdun d zu1amrIeumausmes,mc. iuedunoiu:ce:zuzuls ragez ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-5cTAn2BRojBjgPg5CSVBuVBO1zHyUBdACk9a3yXwDz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-90(B) 16=-68(B) 4=-90(B) 12= 147(B) 17=-68(B) 2=-90(B) 13=-373(B) 7=-87(B) 19=-90(B) 20= 90(B) 21=-90(B) 22=-16(B) 23=-16(13)24=-16(B) 25=-16(B) 26= 16(B) 27=-16(B) 28=-68(B) 29=-68(B) 30=-68(B) 31=-68(B) 32=-147(B) 33=147(B) 34— 147(B) 35= 147(B) 36=447(B) AWAFINING-V.AIyd1slgnperemef.v.d READ NOTES ON MZMD INCLUDED MREKBEFENANCEPAGENINOTJ re¢ 141[,Vrol5BEFOREBSE Design valid for use only with M7ek8 connectors. This design Is based only upon parameters shown and is for an individual building component, not a huss system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into Me overall building design, Brocing Indicated is to prevent bucilling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. election and bracing of trusses and truss systems seeANSMI I Quality CMMa, DSB-59 and SCSI Building Component Safety lnforma ionavailoble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. 69M Parke East Blvd, Tampa, Alexondrla, VA 22314. FL 33610 Job Thus Truss Type Oty Ply T17610528 1623950-GHO.33FL CJ1 Comer Jack B 7 Job Reference (optional) Bwmars First Source, Plant ury, FL- 32bb6, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:21 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ.Zo1Z7OC3Z1JaHZFImAOQRjhgONsaDplvPsTl7VyxWDy 1-0.0 ' i-s-o I r o-o ' Scale = 1:10.5 2 4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0,0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.37 BIG 0.06 WB 0.00 Matrix-R DEFL. in Vert(LL) 0.00 Vert(CT) 0.00 Horz(CT) -0.00 Wlnd(LL) -0.00 (loc) Well L/d 5 >999 360 5 >999 240 3 n/a n/a 5 >999 240 PLATES GRIP MT20 244/190 Weight: 9lb 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 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP.No.3 REACTIONS. (lb/size) 5=216/0-8-0, 3=40/1ifechanical, 4— 30/Mechanical Max Horz 5=58(LC 12) Max Uplift 5=-97(LC 8), 3=-40(LC 1), 4=-30(LC 1) Max Grav 5=216(LC 1),9=25(LC 8), 4=12(LC 8) FORCES. (Ib) - Max CompJMax Ten. -Aft farces 250 (Ib) or less except when shown. TOP CHORD 2-5=-171/359 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=5.Opsf; Ill Cat II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2).zone; cantilever left and right elposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 in uplift at joint(s) 5, 3, 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6034 69M Parke East Blvd. Tampa FL 33610 Date: July 16,2019 QWARNING- VerflydesignpmmetemanCREADNOTESONTRISANDWCLUDEDMREKREFERANCEPAGEMLL74T v.idD ,56EPORE USE ��- Design volid for use only with MnekO connectors. IDIs design Is based only upon porameters shown. and Is for on Individual building component, not 0 nuss system. Before use, the building designer must verity the opplloabiltiy, of design parameters and properly Incorporate this design Into the overall p� building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Acciflonal temporary and permanent brocing Is always required for stabllliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'y')Tek' fabrication, storage. delivery, erection and brocing of trusses and truss systems. WeAN$LgPll C,o01s. Criteria. OS529 and SCSI Building Component 69N Perks Easl Blvd.Safety Nfarnafbrwoilable hornTruss Rate Institute, 218 N. Ise Street Sune 312 Alexandria. VA 22314. Tampa, FL W610 Job Truss Truss Type City Ply T1761GS29 1623950-GHO-33FL CJ2 Comer Jack 1 1 Job Reference (optional) ow unrs rusr source, riam ury, rL- ax>tiq 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:49:23 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-VB9JP4DJ4eZHXtPgta2uW8m4dAXMNXBtAypBOyxWDw 1.0.0 1.0.0� 6.00 12 2x4 II 2x4 II Scale = 1:10.5 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 h cr YES Code FBC2017/rP12014 CS1. TC 0.07 BC 0.04 WB 0.00 .Matrix-R DEFL in Vert(LL) 0.00 Vert(CT) -0.00 Horz(CT) -0.00 (too) Well L/d 4 >999 240 4 >999 240 2 n/a n1a PLATES GRIP MT20 244/190 Weight: 4lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 1-" oc pudins, BOT CHORD 2x4 SP N0.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.. REACTIONS. (lb/Slze) 4=3110-4-0, 2=22110echanical, 3=9/Mechanical Max Harz 4=23(LC 12) Max Uplift 2=-35(LC 12). 3=-9(LC 12) - Max Grav 4=31(LC 1), 2=22(LC 1). 3=16(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load rlonconcument with any other live loads. 3) • 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. - 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 3. Walter P. Finn PE No32639 MiTek USA, Inc. FL Cad 6634 6W4 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Job Trss Truss Type Oty Piy T17610530 1623950-GHO-33FL CJ4 Comer Jack 1 1 Job Reference (optional) ..noes nrsr source, nam uny, FL- u2ae5, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:24 2019 Page 1 1D:PGhz4yDMsRbsFNSgGp23J7ySwoJ-zNihdOExryhBB1_tRIZ73LJBtagnOAmL5giNjgyxW Dv 3-0-0 3.p p 2x4 3.0-0 Scale = 1:15.5 LOADING (psf) SPACING- 2; CS]. DEFL. In (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.22 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-R Wind(LL) 0.01 3-4 >999 246 Weight: 101b FT=20% LUMBER- SPACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. gir size) 4=103/0-4-0, 2=71/Mechanical, 3=33/Mechanical Max Horz 4=78(LC 12) Max Uplift 4_ 11(LC 12), 2=-87(LC 12), 3=-6(LC 12) Max Gmv 4=103(LC 1),2=71(LC 1), 3=53(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Is,) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;PC for members and forces & MW FRS for reactions shown; Lumber DOL=I:BD plate grip DOL=1.60 2) This truss has been designed for a 10.0 last bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33B10 Bate; July 16,2019 �WARNMG-Verifydeslgep .eteM.Od REAONOTE ON TNISANOMGLUDWO KNEFERANGEPAGEM/414n.v. 141%111015BEF0REUSE Design valid for use only wits, Wakes connectors. ihB design b based only upon parameters shown, and Is for an Individual building component, not ��• a muss systom. Before use, the building designer must verify the apiellcebllty, of design parameters and papery Incorporate this design Into Me overall buliding design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Ad thonal temporary and permanent bracing Is always required for stability and to prevent collcpse with possible personal Injury and property c omoge. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and brachg of fusses and truss systems seeANS"ll Dualllyy Cdtoda, OS649 and ICSI luld ng Component sahq hs/ermalbrtwalloble from Truss Plata Institute. 218 N. Lee street. Sulto 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type pry Ply T17fi10531 1623950-GHO.33FL CJ5 Comer Jack 6 1 ef r c foot n I) J b Reference ..-i =.. r"o, ..... rim" C r,' r ....... 8 1 UB JUI 161 U:4a25 2U1 a scale = 1:21.5 5x6 II ST1.5x6 STP= 5-0-0 5-a0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.02 4-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) -0.05 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Wind(LL) 0.06 4-5 >895 240 Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, BOT CHORD 2x4 SP N0.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. OTHERS 2x4SP No.3 REACTIONS. (lb/size) 5=280/0-8-0, 3=109/Mechanical, 4=50/Mechanical Max Hoe 5=168(LC 12) Max Uplift 5=-99(LC 12), 3=-131(LC 12), 4=-6(LC 12) .Max Gmv.5=280(LC 1), 3=109(LC 1), 4=86(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=236/454 NOTES- 1) Wind: ASCE 7-10;.Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsq h=15ft; Cat..11; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Extedor(2) -1-" to 4-6-13, Interior(1) 4-6-13 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except 01=11b) 3=131. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Job Truss Truss Type City Ply "' T17610532 1623950-GHO-33FL CJ6 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 G 4x10 MT20HS II 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:27 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwDJ-OyPgFRHg8t3j7UiR6Ci7qh xbfnn7dWWnnowl K9yxWDs 2-4.5 2-4-5 4-11-4 2-6-15 I Scale = 1:20.3 LOADING (pso SPACING- 2-0-0 CS'. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.83 Vert(LL) -0.02 3-4 >999 360 Mi20 244/190 TCDL 7,0 Lumber DOL 1.25 BC 0.57 Ved(CT) -0.05 3.4 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 2 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matdx-R Wind(L-) 0.07 3-4 >836 240 Weight: 211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=175/0-4-0, 2=119/Mechanical, 3=56/Mechanical Max Horz 4=132(LC 12) Max Uplift 4=-34(LC12). 2= 138(LC 12), 3=-5(LC 12) Max Grav 4=175(LC 1), 2=119(LC 1), 3=89(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-11-4 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 0o bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=S.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18f MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonco rcument 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 mombers. 7) Refer to girder(s) for truss to Muss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Ut=lb) 2=138. Walter P. Finn PE No.22639 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 ® WARNING -Vedyyd-wlm aremeferzend READ NOTES ON TNISAND INCLUDED MIIEKREFERANCEPAGEN67M rev. 1ODIDYe15BEFORE USE volld for use only with MiTek® connectors. ma design 1; based only upon parameters shown. and is for an IndNlduol bulltling component not Wit a hum system. Before use. the building designer must vad Me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing lndIcated is to prevent buckling of lndrvltlucl huss web and/or chord members only. Additional temporary antl permanent bmcng MiTek' Is alwaysrequhedfor stabtlty and to prevent collapse with possible personal kyury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and hum systems, seeANSUrpl1 Quo"T CIIMrb, DSB49 and SCSI building Component Safety Infotmatbrrnaliable from Truss Plate Institute,218 N. Lae Sheet Sul }e 312 69M Parke East Blvd. Tampa, FL Alaxantlrla. VA 22314, 33610' Job Truss Truss Type Ot7_1 T17610533 1623950-GHO-33FL CJ7 Comer Jack 1 b Reference (opt'onap -• ---• ..�... �,�.. - +..,.o.4Su s aun o zu ro mi i ex inuuseea, nm. , ue "I 10 wrn .:zr c ruyu ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-OyPgFRHg8t3j?UiR607gh_xeNnpadWlnnowl K9yxWDs 5-2-5 6-2-0 ST1.5x8 STP=8 6.00 F12 Scale=1:20.3 6 5 3x4 = 2x4 II 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too), Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.11 5-6 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) -0.17 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.13 5-6 >524 240 Weight: 31 Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 .except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 3=125/Mechanical, 4=90/Mechaniml, 8=181/0-6-0 Max Horz 8=24(LC 12) Max Uplift 3=-57(LC 12)l 4=-62(LC 12), 8=-86(LC 8) FORCES. (to) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-9-0 to 5-2-5, Interior(1) 5-2-5 to 6-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0'psf bottom chord live load nonconcurent with any other live loads. 4) • 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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 8. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: July 16,2019 AWABNING- Vel1yde99nperemereoeod NEADNOTES ON TNISANDDICLUDEDMOEKNEFMMCEPAGEM6MnT e1dA'Y1e1SBEFOBE USE Design void for use chly with Mrekg connectors. This design Is based only upon paameters shown, antl Is far an Individual building component not a truss system. Before use, the building designer must vedN Me applicabaity of design parameters and properly Incorporate this design Into Me overall bullding design. Bracing Indicated b to prevent bucl of Individual truss web and/or chord members only. Additional temporary and pertnanentbmdng no MiTek' B always requleed for stability and to prevent collapse with possible personal In1ury and property damage. For general guldonce r,a g Me fobrlco6on storage. delivery, erection and bracing of trusses and 1rLw systemx see ANSVTP11 Guail66yy Cmeda, DSB49 and BCSI 1Welding Component Safety Nfomratbnovoiloble from 69N Parke East Blvd. Truss Plate Institute, 218 N. Lee Street, Sulte 312, Nexondde. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply _ T17610534 7623950-GH0.33FL CJ11 Comer Jack 4 1 J b Reference footio I) a24U s Jun a 2U19 MI I eK I U9 JUI 1 a 10:49:212U19 Facet 1 LOADING (psg SPACING- 2-0-0 CSI. TGLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.00 BCLL _ 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix -le LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6:SP N0.2 OTHERS 2x4'SP.N0.3 REACTIONS. fib/size) 3=-41/Mechanical, 2=181/0-8-0, 4-9/Mechanical Max Hom 2=63(LC 12) Max Uplift 3=-41(LC 1), 2=-101(LC 12) .Max Grav 3=38(LC 8), 2=181(LC 1), 4=18(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. - All tortes 250 (Ib) or less except when shown. 4.6 = DEFL. in floc) Vdefl Ud Vert(LL) -0.00 2 >949 360 Verl(CT) -0.00 2 >999 240 Horz(CT) -0.00 3 Na n1a Wind(LL) 0.00 2 •••. 240 BRACING - Scale = 1:B.8 PLATES GRIP MT26 244/190 Weight: 8lb FT=20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=5.Opst h=15ft; Cat. 11; Elm C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 3 except (jt=lb) 2=101. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 Q WARNING - Verity design peromofers and READ NOTES ON MIS AND INCLUDED MREK REFERANCEPAGE MIP74M rev.I ceasseISBEFORE USE Oesign volld for use only with Mnek8 connectors. This design Is based only upon parameters shown, and Is for an Indlvdual building component, not ��- 'a truss system. Before use, the bulltling designer must verify Me applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent budding of Individual uussweb and/or chord members only. AdtliSonal temporaryantl permanent bracing fyliTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fobdcation storage. delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality CMnb,DSBd9 antl BCSI Butding Component 69M Pale, But Blvd. Safely Informatbmvoilable from Truss Plate Institute, 218 N. We Street, Suite 312, Nexondro, VA 22314. Tampa, FL 33610 Job Truss Truss Type OIY Ply T17610535 1623950-GHO-33FL GJ12 Comer Jack 4 1 Job Reference optional) 9JDn uzunu MNeltlnausures,mc. IUe JanGla:4V:z[zU1V ragel Scale = 1:B.5 LOADING (psi) 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 lncr YES Code FBC2017/TP12014 CSI. TC 0.28 BC 0.01 WB 0.00 Mat dx-P DEFL in Vert(LL) -0.00 Vert(CT) -0.00 HOrz(CT) 0.00 Wind(L-) 0.00 (loc), Vdefl L/d 2 >999 360 2 >999 240 3 n/a n1a 2 •••• 240 PLATES GRIP MT20 2441190 Weight:7 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3-.-41/Mechanical,2=181/0-",4=9/Mechanical Max Hom 2=60(LC 12) Max Uplift 3=-41(LC 1), 2=-117(LC 12) Max Gray 3=48(LC 8), 2=181(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) `-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (It=16) 2=117. Walter P. Finn PENo22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 O WARNING - Verity Eeslgnp ramelersa dR ADNOTESONTNISANDINCLUDEDM? KBEFEBANCEPAGEMR74"mx laMtrDISBEFOBEUSE Design valid for use only with MBakS, connectors, This design 6 based only upon parameters shown, and k for an Individual building component, not ��• o truss system. Before use, the' building designer must verify fire applicability of design parameters antl properly Incorporate this design Into the overall buildlngdesign. &ccJng Indicated is to prevent bucicing of indivIdual tue; web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pon'ble personal Injury and property damage. For general audience regarding the fabrication, storage. delivery, erection and bracing of frusses and truss systems seeANSVW11 Qualm. Cmr.M, DSBd9 antl SCSI BultlYrp Cgmpenml m ltormatbrwelloble from Truss Plate Institute: 218 N. Lee Sheet Suite 312, Alexandrlo, VA 22314. 6904 Pane East Blvd.Saby Tampa, FL 33610 Job Truss Truss Type Cry Ply T17610536 1623950-GHO-33FL CJ13 Comer Jack 8 1 Job Reference (opt snap .,,.,,,.o.. ...,w,w, P;a i Croy,. ucaos, 6.24U 3 Jun 8 2U1 e HMPS!%{y LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ved(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ved(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a SCDL 10.0 Code FBC2017frP12014 Matrix-P Wind(L-) 0.00 2 '••• 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP NO.2 REACTIONS. (lb/size) 3=41/Mechanical, 4=16/Mechanioal, 2=86/0-4-0 Max Horz 2=55(LC.12) Max Uplift 3=-47(LC 12), 2=-37(LC 12) Max Grew 3=41(LC 1), 4=32(LC 3), 2=86(LC 1) FORCES. (Ib) -. Max ComloJMax. Ten. -All tomes 250 (Ib) or less except when shown. Scale = 1:8.9 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal II; Exp. Q Encl., GCpl=0.18: MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;G-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members.. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Walter P. Finn PE No22039 MTek USA, Inc. FL Cad 6634 69M Parke East Blvd. Tampa FL 33610 Bate: July 16,2019 AWARNING -Vedryde95nparemefe..dREADNOTES ONINLSAND0ICLVDEDMITEKREFERANCEPAGEMLL74Mre, 14=015BEFOREUSE Design valid for use only calm Mile& connectors. This design Is based only upon parameters shown, and is for an hdMduat bulding 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 buHdIng design. Bracing Indicated is to prevent buckling of Individual tout web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems seeANSUIPII Cu CdtMda, D6529 and SCSI Building Component 69U Palle. East Blvd. Sahty lnfonnatbmvollabie from Truss Plate Institute. 218 N. We sheet. Surte 312. Alexandria, VA 22 14, Tamed FL 33610 Job Truss Truss Type City Ply T77610537 1623950-GHO-33FL CJ21 Comer Jack 1 1 Job Reference (optional) ""••"`-•'•••-'•".....• •�^•^"^Y��"�'ac000, B.24USJUn 62UlB Mu ex mousines, Inc. t us J ul l B 10:49:242U1 B Pagel ID:PGhz4yDMsRbsFNSgGp23J7y5woJ-zNjhdOExryh881 _1RIZ73UGxathOAmL5giNjgyxW Dv 1-0-Uo ' 1-a' Scale =1:7.0 2x4 = ST1.5x8 STP = . Plate Offsets (X Y)-- 11:0-1-4 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc), Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(L-) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.03 Vert(CT) -0.00 3 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Hord(CT) -0.00 2 n/a PIG BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 0.00 1 >999 240 Weight: 3lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SP No.2 REACTIONS. (lb/size) 1=34/0-8-0, 2=33/Mechanical Max Herz 1=30(LC 12) Max Uplift 1= 9(LC 12), 2— 26(LC 12) FORCES. (Ib) +Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing direc8y applied or 1-0-0 Do puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-CExtedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nc riconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn. PE No22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Q WARNING -Verily design paramereni and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. MDUIMIS BEFORE USE Design valid for use only Wth Meek® connectors. IDB design is based only upon parameters shown and Is for an InalMdual building component, not a truss system. Before use, the building designer must verity the oppllcablllH of design parameters and properly Incorporate this design Into the overall ��- building design. Bracing indicated is to prevent buckling of lndivlduat tmss web and/or chord members only. Additional temporary and permanent bracing b always required for stablllN and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the M!Tek' fobdcatlon. storage: deWery, erection and bracing of trusses and from systems, seCMSVfPI1 Quality CdMdo. DSB49 and SCSI Building component Sabfy N/aenatbnovolloble from Truss Plate Institute. 218 N. We Street. Suite 312, Alexandria. VA 22314. 69D4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 01Y PI Y T1761053833FL 1623950-GH0. CJ41 Comer Jack' 1 1 Job Reference o tional o.zeu s eum a zu. a m, i ex mausmes, mc. 10 ru:aa:zo eulu 5 8 ST1.5x8 STP= 7 a nn17,�_ 42x4 II 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deil L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VertiLL) 0.01 3-4 >999 240 TCDL 7.0 Lumber DOL '1.25 BC0.12 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress lncr YES INS0.00 HOrz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Main, LUMBER - TOP CHORD '2x4 SP N0.2 BOT CHORD 2x4.SP No.2 WEBS 2x4SP.No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=61/Mechanical, 3=30/Mechanical, M6/0-6-0_ Max Harz 8=60(LC 12) Max Uplift 2= 68(LC 12). 3= 5(LC 12), 8=-9(LC 12) 'Max Grey 2=61(LC 1).3=43(LO 3), 8=66(LC 1) FORCES. (lb) - Max. CompJMaa. Ten. -All forces 250 jib) or less except when shown. Scale = 1:15.6 PLATES GRIP MT20 2441190 Weight: 15111 FT=20% BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; ExIo Q Encl., GCpi=0,18; MWFRS (envelope) and C-C E lenor(2) zone; cantilever left and right eaposed,;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. . . 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verity capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 3, 8. 9) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom. chord. Walter P. Rnn PE No.22838 MTek USA, Inc. FL Cad 6634 8904Parke East Blvd. Tampa FL 33BID Date: July 16,2019 Q WARNING -Verily Oeslgn paramefera antl READ NOTES ONTNASANOWCLUOEO MREK REFERANCE PAGE MX7473 rev. 10UD2015 BEFORE USE Design valid for use only with Mffek9 connectors. This design Is based only upon parameters shown. and Is for an individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and proper y Incorporate this design Into me overall building design. Bracing Indlcoted Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabilityandtopreventcollapsewimpossiblepersonallnJury and property damage. For general guidance regarding ma fabrication, storage: delivery, erection and bracing of trusses and truss systems seeAN5VTNf Qualtly Cmnb, Di and Ili Building Compoi Se' lnfarmabodavoilable from Truss 69N Parke East Blvd. Plate Institute. 218 N. We Sheet Suite 312, Rexandrio. VA 22314. Tampa, FL 33610 Job Truss Type - Oty Ply TDI T17610539 1623950.GH0-33FL Roof Special Girder 1 ^ L Job Reference (opt onaq „J, JVu,4e, nCm Vny, IL-04DOD, 8.240a Jun B2M9 MI I eK Inc. I ue Jua161 UA9:29 2019 2x4 5xB = 2x4 II 6.00 Fl2 ] B 9 2.4 II HTU26 6x6 = LUS26 7x10 = We = LUS26 7x10 = HTU26 ST1.5.8 STP= LUS26 LUS26 LUS26 LUS26 LUS26 HTU26 5112 = Scale = 1:58.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.71 WB 0.94 Matrix-SH DEFL Vert(LL) Vert(CT) Horz(CT) Wlnd(LL) in (loc) Vdefl L/d -0.15 13-14 >960 360 -0.30 13-14 >472 240 0.02 13 n/a Na 0.1613-14 >857 240 PLATES MT20 Weight: 4351b GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 SP No-2 *Except* except end verticals. 13-16: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 15-16. 12-13,9-15: 2x8 SP 240OF 2.0E OTHERS_ 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-4 REACTIONS. (lb/size) 13=2867/0-e-0, 2=1487/0-8-0, 15=10140/0-5-0 Max Horz 2=233(LC 27) Max Uplift 13= 703(LC 9), 2=-864(LC 8), 15= 4573(LC 9) Max Grav 13=2992(LC 22). 2=1519(LC 19). 15=10140(LC 1) FORCES. (lb) -. Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2367/1379, 4.6=1954/1128, 6-7=-192/583, 7-8= 600/1488, 8-9=-581/1427, 9-10= 756/1740,10-11=-1889/376,11-12=-773/175 BOT CHORD 2-18=-1301/1964, 17-18=-1301/1964, 16-17=-1025/1729, 15-16=-407/358, 14-15= 306/1661, 13-14= 470/1904 WEBS 4-18=-233/350, 4-17=-295/334, 6-17=1838/3262, 6-16=-3273/1978, 7-16=-1720/3543, 7-15=-4302/2081, 9-15= 726/407, 10-15=-4440/1622,10-14=-1475/4570, 11-14=313/226, 11-13=-1427/370 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, 2x8 - 2 news staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are consideredequally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-M 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 100lb uplift at joint(s) except Qt=lb) 13=703,2=864,15=4573. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dxl 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect buss(es) to front face of bottom chord. Wallerls. Finn PE No.22939 NTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 16,2019 6904 Parke East Blvd. Tampa, FL 3361D Job Truss Truss Type Oty Ply T17610539 1623950-GHO-33FL D1 Roof Special Giber 1 2 Job Reference (optional) eraiaers First Source, Ram uty, FL- 32b65, 8.240 a Jun 8 2019 MiTek Industries, Ina Tue Jul 1610:49:29 2019 Page t NOTES- ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ.KKWag7l4gUKRFosgEr91mP000bPE5CL4F6POP2yxWDq 10) Use Simpson Strong -Tie LUS26 (4-SO9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 20-6-12 to connect muss(es) to front face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starling at 22-6-12 from the left end to 24-6-12 to connect truss(es) to front face of bottom chord. 12) RII all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert:1-7=-54, 7-8=-54, 8-11=-54, 11-12=-54, 2-13=-20 Concentrated Loads (Ib) Vert: 16=-l183(F) 14=-1179(F) 20=-1455(F) 21_ 1179(17 22= 1179(F) 23=-1179(F) 24=-1179(F) 25=-1177(F) 26=-1377(F) 27=-1377(F) OWANNING- VeNtydes/gayenmetersand READNOTES ON MISANDNCLUDEDMFEKNEFENANCEPAGEM/N4Mmm 160A1401511F0RE USE Design valid for use only Wth MBek® connectors. ThIs design Is based only upon parameters flown, and Is for an bONiduol bulding component, not a truss system. Before use, the bulltling designer must verify Ina applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated 6 to prevent buckling of ln0lvIdual nuns web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for stability and to prevent collapse Win possible personal "fury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and truss sWems seeANSVrPll GualBByy CMaM, DSB419 and BCSI Building Component Safety Worreatbswoiloble from 6904 Parke Easi BN4. Truss Plate InstiMe. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610' Job Thus Thus Type Oty Ply T17610540 1623950-GHO-33FL D2 Roof Special 1 1 Job R f (cot onap sum , rmn inry, rL-01000, 8.240 a Jun 8 2019 MI I eK Inc. 1 Ue JUI 1 U 1U:49:3U "LU19 2z4 4.6 = 4x6 = 4 5 ST1.5z8 STP = 4x6 = 3z4 = 3x6 = 3x4 = 3.6 II 2x4 11 Scale = 1:50.5 ST1.Sx8 STP= 4.6 II LOADING lips, 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 [nor YES Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.66 WB 0.44 Matdx-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lac) Well L/d -0.27 11-12 >999 360 -0.3911-12 >805 240 0.04 10 n/a n/a 0.2511-12 >999 240 PLATES GRIP MT20 2"/190 Weight: 147 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc pudins, BOT CHORD 2x4 SP N0.2 .except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. 9-10,2-16: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=967/0-", 16=1062/O-e-0 Max Horz 16=173(LC 12) Max Uplift 10=-383(LC 13), 16=-441(LC 12) FORCES. (lb) - Max. CompJMaic Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/1111, 3-4=-1188/1055, 4-5=-1006/1017, 5.6=-1161/1020, 6-7= 1387/1116, 7-8=-2306/1860,7-9— 789/958,8C0=-867f728,2-16=-1006/1021 BOT CHORD 14-15=-1030/1209, 12-14=-704/1006, 11-12=-911/1157, 10-11=-911/1157 WEBS 3-14=-332/391, 4-14=-156/300, 5-12= 110/272, 6-12=-272/316, 2-15= 796/1070 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat 11; Exp C; Encl.. GCpi-0.18; MW FRS (envelope) and C-C Extedor(2) -1-5-3 to 4.6-13, Intedor(1) 4-6-13 to 11-0-0, Exterior(2) 11-0-0 to 21-8-0, Intedor(1) 21-8-0 to 26-5-4 zone; cantilever left and right exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chard live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=383, 16=441. 7) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE NoIM MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: July 16,2019 Job Trials Truss Type Dry Ply T17610541 1623950-GHO-33FL D3 Hip 7 7 Job Reference ( of 0 dun omry mu art inuusmes, ma. rueam ro ru:rn:or Scale=1:49.1 4.6 = 3x4 = 4x6 = 4 5 6 3x4 3x4 I 2x4 II 2 8 1 Ins llllll l 13 ST1.5x8 STP= 12 3x8 = 11 US - 1U __ axe = 9 ST1.5x8 STP= 6x8 = evil = 9.0.0 17-8.0 26.8-0 &0.0 I 8.8.0 9-0-0 LOADING (psq SPACING- 2-M CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.1512-13 >999_ 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.31 9-10 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.64 Hord(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatriX-$H Wind(LL) 0.0910-12 >999 240 Weight: 1541b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD2x4 SP No.2 WEBS 2x4 SP N0.3'Except' BOT CHORD 2-13,8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1062/0-8-0, 9=967/0-8-0 Max Ho¢ 13=127(LC 12) Max Uplift 13_ 421(LC 12), 9= 359(LC 13) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-294/254, 3-4=-1295/1196, 4-5=-1116/1160, 5-6=-1120/1136, 6-7=-1301/1176, 7-8= 255/207, 2-13=-297/481 BOT CHORD 12-13=-1060/1144, 10-12=-921/1218, 9-10=-1019/1165 WEBS 3-12=-97/308, 4-12=-240/357, 5-12=-244/276, 5-10=-239/252, 6-10=-263/359, 7-10=-108/329,3-13=-1196/1094,7-9= 1198/1138 Structural wood sheathing directly applied or 4-10-11 oc pudins, except end verticals. Rigid ceiling directly applied or 5-7-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;.Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psQ BCDL=5.Opsf; h=15tt; Cat. 11; Exp C; Encl., GCpi=0.18t MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-0, Intedor(1) 4-6-0 to 9.0-0, Exterior(2) 9-0-0 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load norimncurrent with any other live loads. 5) • This truss hasbeen 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 13=421, 9=359. Walter P. Firm PE NoIN39 MTek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33610 Date: July 16,2019 A IVARNWG- Verily Ceslgnparemelen.d READN07ES ON TNISANDINCLUDEDMREKNEFEBANCEPAGEM&7V3nsv. 169Y1015BEFOREUSE Design valid for use only with Mirek® connectors. fits design b based only upon parametersshown, and Is for on InOMdual building component, not a truss system. Before use, Me building designer must verity the applicability, of design parameters and property incorporate MB design into fix, overoli buildingdeslgn.&acing indicated b to prevent buckling of Individual truss web end/or chord members only. Additional temporary antl permanent bracing MTek' b always required for stability and to prevent collapse with possible personal injury and property damage.. For general guidance regarding the fabdcotlon. storage: delivery, erection and bracing of trusses and truss systems, meANSVTPB Quo' ryry CrB�da, DS"9 and SCSI Building Compone nt 69U Parka East Blvd. w Safety Infarmatlonaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 3361 D' Truss Truss Type Oty Ply LOD T77610542 950-GHO-33FL D4 Hip Girder 1 1 Inr, rare.° rup. apra„in .._. ­—, ....11, ....r, , o.zau s Jua a za I .,I ex. lllu Jude], niu. i ue Jul ra rv. 41,1.] 4u i U rCue 1 2x4 NAILED Special 5x8 = NAILED Special NAILED NAILED 2x4 II NAILED NAILED 5x8 = 3 15 16 4 17 18 5 ST1.5x8 Slip = Sx6 = NAILED NAILED 5z9 _ NAILED NAILED Sx6 = ST1.5xS STP= 3x6 II Special NAILED Special ale II NAILED Scale=1:52.2 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0O Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress Inc r NO Code FBC2017/TPI2014 CSI. TC 0.86 BC 0.89 WB 0.93 Matrix -Sit DEFL Vert(LL) VerI CT) Horz(CT) In (roc)' Vdefl L/d 0.35 9-10 >891 240 -0.35 10-11 >889 240 0.06 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 152 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or4-2-13 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 2-11,6-9 2-12,6-8: 2x6 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=2008/0-8-0, 8=2008/0-8-0 Max Harz 12=-94(LC 6) Max Uplift 12=-1392(LC 8). 8=-1392(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3143/2244, 3-4=-3624/2720, 4-5=3624/2720, 5.6=3143/2244, 2-12=-1950/1431, 6-8=-1950/1431 BOT CHORD 11-12= 388/410, 10-11=-1962/2736, 9-10= 1900/2736, 8-9=305/366 WEBS 3-11=-196/516, 3-10=-876/1120, 4-10=-449/436, 5-10=-876/1120, 5-9=-196/516, 2-11=-1854/2435,.6-9— 1857/2435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondIng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss hasbeen 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 12=1392,8=1392. 7) "NAILED' indicates 3-10d.(0.148"xT) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1341b down and 233 lb up at 7-0-0, and 134 lb down and 233 Ito up at 19-M on top chord, and 3731b down and 356 lb up at 7-0-0, and 373 lb down and 356 lb up at 19-7-4 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=125 Uniform Loads (pIU Vert: 1-2=-54, 2.3=-54,3-5=-54, 5-6=-54, 6-7=-54, B-12=-20 Walter P. Finn PE NoIN39 III ek USA, Inc. FI: Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16.2019 O WMIUND- Verdydeslgd parameters and REAUNOTES ON TN/SMID INCLUDED MREKREFERANCEPAGEMLL74M rev. foZzln,15BEFORE USE Design valid for use only with Mill connectors, This design Is based only upon parameters shown, and b for an IndNldual building component, not Is truss system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Fralvidual laws web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal lniury and property damage, For general guidance regarding the fobdcatlon. storage, delivery, erection and bracing of trusses and nw; systems. seeANSUgRt Quo' Cdfedo, DSB49 and SCSI Building Component Safety lnfoenatbrrovallable from Truss Plate Institute, 218 N. tee Street, Suite 312, 6904 Parka East Blvd. Tampa, FL 33610 Alexandria VA 22314. Job Truss Truss Type Oty Ply T77610542 1623950.GH0-33FL D4 Hip Ginter 1 1 �J.bRf .a nce (optional) Builders HIM bounce, clam Gity, FL-32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 16 10:49:33 2019 Page ID:PGhz4yDMsRbsFNSgGp23J7ySwDJ-C6m5W VLbkjglkPAblhDEwFBcgCIL10WgAjNLVpyxW Dm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-87(B)5=-87(B) 11=-373(B)10=-294(B)4=J7(B)9=-373(B)15=-16(B) 16=-16(B)17=-16(B) 18=-16(B) 19=-147(B) 20=-1 47(B) 21 =-147(B) 22=-147(B) ®WARNING-Vetyde9gapammfemend HEAD NOTES ON THISANUWCLUOEOMrTEKREFERANCEPAGEMU74Tdmv. 1�15BEFOREUSE Design valid for use only with MOel0connectors. This design Is based only upon parameters shown, and Is for on in ivldual butting component, not a truss system. Before use. the butting designer must verify the appiioablllty, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated ISto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always reguked for stabtity, and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of husses and buss systems seeANSVIPII CuaB1y CrMdo, DS349 and BCSI Building Component Snbty Informallancvatobie from Truss Plate Institute. 218 N. Lee Street Suite 312. Ajeaandda. VA 22314. M(Tek' 69M Parke East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17610543 1623950-GHO-33FL E.13 Comer Jack 8 1 Job Reference (optional) butiaers-met bource, Plant Gity, PL-32566, 6.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 16 10:49:33 2019 Pagel 10:PGhz4yDMsRbsFNSgGp23J7ySwoJ-C6m5WVLbkigtkPAbThDEwFBkOCwfn1 E?gNNLYpyxWDm -1-6-0 3.0-0 1.6-0 3-0-0 Scale=1:15.5 2x4 II 2-0-0 3-10. LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (lac) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.00 4-5 >999 . 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.00 4-5 >999 240 t BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Wind(LL) 0.01 4-5 >999 240 Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=218/0-8-0, 3=53/Mechanical, 4=20/Mechanioal Max Horz 5--112(LC 12) Max Uplift 5=81(LC 12), 3=-75(LC 12), 4=-4(LC 12) Max Grav 5=21 B(LC 1), 3d3(LC 1). 4=47(LC 3) FORCES. (Ib) - Max. Comp/Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-5=-183/360 Structural mod sheathing directly applied or 3-0-0 oc pudins, except end verticals. .Rigid ceiling directly applied or 10-" oc bracing.. NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15M; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantileverleN and right exposed ;G-C for members and farces & MWFRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other. members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 5, 3, 4. Walter P. Finn PE NoIM39 MRek USA, Inc. FL Cart 6636 9904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 O WANNING- Ver/ly Ueslgnpammefegand NEAO NOTES ON TNISANDINCLUDWMREKRUF NCEPAGEM&74M.v. 10�Af20150EFORE USE Design volid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Indr4duol burchg 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 huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal [hury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and tons systems seeANSVIPII CuaW Criteria, DS949 and BCSI Building Component Safety Infomrallonovaeable from True Mato InsBMe, 218 N. Lee street, Suite 318 690a Parke East Blvd. Tampa, FL 33610 Moxanddo. VA 22314. Job Truss Truss Type Oily Ply T17610544 1623950-GHO-33FL E,14 Monopitch 1 1 FJob—Reference (Optional) uuirvcm,no.uw, w, rm. , Illy, e.24USJUn a ZV19 MI I OK InOUSlnes, Inc. l ue J011e 1u:9e:Jazu1e rage ID:PGhz4yDMsRbsFNSgGp23J7ySwDJ-9UtrxANrGK4b4J_a6Gi7gG6gOdoVBVydl sSchyxWDk 2.10-0 2-10-0 Scale = 1:11.7 19 ST1.5x8 STP= ST1.5x8 STP= 2-tan 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Idol Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 1.3 >999 3160 MT20 244/190 TCDL 7.0 LumberDOL 1.25 SC 0.06 Ven(CT) -0.00 1-3 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(-L) 0.00 1 "" 240 Weight: ll Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (I elsize) 1=87/0-8-0, 3=87/0-e-0 Max Harz 1=77(LC 12) Max Uplift 1=-21(LC 12). 3=-67(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -A[] forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-10-0 oc purifier except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.11839 MRek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Q WARNING -Varly deslgd parameters end HEAD NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE W74M rev. 10,1131,115 BEFORE USE Mt valid for use only with MOelda connectors. lints design Is based only upon parameters Shown, and is for an IntlNldual building component, not a Muss th system. Before use. e buliding designer must verity Me applicability of design parameters and property Incorporate this design Into the overall building design. &doing indicated Is to prevent buckling of individual true web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse wdh possible personal IMury and property damage. For general guldance regarding the fabrication. storage. delivery, erectlon and bracing of trusses and truss systems. seeANSVIPII GuoMMyy Cmub, DSI-89 and 6CSI Ifulding Component 69M Parke East Blvd. Sooty ene M y hdoationdvalloblom Truss Plate Institute; 218 N. Lee Sheet. Suite 312 Nexcndda, VA 2%4. Tampa, FL 33610 Job Truss Tmss Type Oly Ply T77610545 1623950-GHO-33FL E,17 Jack -Open 15 1 Job Reference (optional) ounaers Firs, Jounce, rianl Ply, 1-1_-32bbt, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:37 2019 2xr 3x8 11 3x4 = ST1.5x8 STP= Scale = 1:27.2 Plate Offsets (X Y)- f5:Edge 0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) -0.09 5-6 >887 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.18 5-6 >452 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.01 4 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(-L) -0.01 5-6 >999 240 Weight: 34lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 'Except* BOT CHORD 3-5: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 6=351/0-8-0, 4=70/Mechanicel, 5=167/Mechanical Max Horz 6=224(LC 12) Max Uplift 6=-121(LC 12), 4=-70(LC 12), 5=-118(LC 12) Max Gray 6=351(LC 1), 4=70(LC 1), 5=171(LC 3) FORCES. (lb) - Max. Comp✓Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-272/469 BOT CHORD .5-6=-074/206 WEBS 3-5=-271/492 Structural wood sheathing directly applied or 6-0-0 oc purims, except end verticals. Rigid ceiling directly applied or 9-5-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Intedar(1) 4-6-13 to 6-114 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will it between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 4 except Qt=lb) 6=121, 5=118. Walter P. Finn PE NoIN39 MTekUSA, Inc. FL Cott 6634 6994 Parke East Blvd. Tampa FL 33619 Date; July 16,2019 QWARNING-Vivyyda,19.P Ahura dREADN0nES ONWISANDWCLUOEOMREKREFERANCEPAGEM674M.re.. 14D W156£FORE USE Design valid for use only with Makes connectors. lna design Is based only upon parameters shown, and 6 for an Individual building component, not a nuns system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucNing of individual lnss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wIM possible personal Injury and property damage. For general guidance regarding me fobdcatiom storage. delivery, erection and bracing of musses and fiuss systems, seeANSUfp11 Qua' y Criteria. DS549 and MI Building Component Sobty Informefbinvallobie from Truss Rate Institute, 218 N. Lee Sheet, Suite 312 Alexontltlo. VA 22314. �� MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Tnus Type Oty Ply T17610546 1623950-GHO-33FL EJ31 Jack -Open 9 1 Job Rafe a ce 1 pt'ona11 Plant Ugly, FL - 32566, - 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:34 2019 Page 1 I D:PGhz4yDMsRbsFNSgGp23J7y5woJ-hlKTjrMDVOykLZko001TTSkvTclOmhFpON7v4FyxW DI -1.6.0 i 3-0-01.6.0 3.0.0 Scale=1:13.8 ST1.5x8 STP = 3x4 = 3.0-0 3.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.35 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-P Wind(LL) 0.00 2 •••• 240 Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 op pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=36/1viechanical, 2=2241014=26/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-72(LC 12), 2=-102(LC 12) Max Grant 3=41(LC 19),2=224(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=5.Opsf,, h=15f ; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left andright exposed ;6C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=102. Walter P. Finn PE NoS26S9 Mil USA, Inc. FL Cart6634 6904 Parka East Blvd. Tampa FL 33910 Date; July 16,2019 0 WARNIND - Verify design parameters end READ NOTES ON MN ANUWCLUDW MmEK REFERANCE PAGE UX74T3 rev.1 A11Y1 o15 BEFORE USE. • Design valid for use oNywlh Mnek®connectors. This design bbased onyupon Parameterssnown and is for on Individual building component not a truss system. Before use, the building designer must verity the clogicobillty of design parameters and properly Incorporate this desgn Into the overall bull design. Bracing Indicated is to prevent buckling of lndMdual I web and/or chord members only. Additional temporary and permanent brol MOW always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and toss systems seeANSMIJ Cu CrIteda. OSB49 and IllBuilding Component Nformatbrswollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria 6904 Parke East Blvd.Solely Tempo, VA 22 14, FL 33610 Job Truss Truss Type Ory Ply T17610547 1623950-GHO-33FL EJ32 Jack -Open 14 1 Job Reference (optional) Builders First Source, Plant Qty, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:35 2019 Page 1 ID: PGhz4yDMsRbsFNSgGp23J7ySwoJ.9UtrxANrGK4bziJ__a6Gi7gG3hOc2VBVydlsSchyxW Dk h6-0 3-0-0 hG0 300 Scale = 1:13.5 3-0.0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (lob) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress liver YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrii Wind(LL) 0.00 2 •••• 240 Weight: 141b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=313/10echanical, 2=224/0.8-0; 4=26/Mechanical Max Horz 2=114(LC 12) Max Uplift 3=-61(LC 12). 2=-113(LC 12) Max Gray 3=41(LC 19),2=224(LC 1), 4--52(LC 3) FORCES. (16) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=5.Opsh, h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=113. Walter P. Finn FENoIN39 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 16,2019 QWARNING-wdordeslgnperemefemanCREAD NOTES ON TNISAND WCLUDEGM?EKREFERANCEFAGEM6741a eev. lavame,15BEFGREUSE Design volld for use only Wth MRekO connectors. This design B based only upon parameters shown, and a for an IndiOduoi building component, not a muss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate Mis design Into the overall building design. Bracing Indicated is to prevent buckling of Indidual 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 fabricaflon. storage, delivery, erection and bracing of trusses and trusssystems seeANSUIPl1 Duallly CrlMdo, DS549 and SCSI Building Component Safely Nlormalbrrwollobla from Truss Plate Institute, 218 N. Lee Street S312 Alexontlrlo. fi904 Parke East Blvd.tate Tampa. FL VA 22314. W610 Job Truss s Oty Ply T17610548 1623950-GHO-33FL EJ41 TMMPTItypho 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:36 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySWOJ.dhRDBWOT08CRbtuA8prucYlpltOzPEbl6shc?98yxW Dj ST1.5xe STP FT1.5xe STP = 2.4.g 2.4 11 �.In Scale=1:10.4 Plate Offsets (X Y)-- 11:0-1-4 Edre) LOADING (psf) SPACING- 2-" CSI. DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 1 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wlnd(LL) 0.00 T "" 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x45P No.3 BOT CHORD REACTIONS. (lb/size) 1=69/0-8-0,3=69/0-8-0 Max Horz 1=63(LC 12), Max Uplift 1=15(LC 12), 3=-54(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-4-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) zone; cantilever left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Q WARNING- wvlfydesfgje vomstem antll? AV TEG ON TN/SAND 1NCLUDE3MMMKREFERANCEPAGEMiP74"mre INDYle158E 0/ USE • Design valid for use only Win Mifekebconnectors. 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 Inge design Into the overall building design. Bracing Indicated is to prevent bucking of Individual Ines web and/or chord members only. Additional temporary and permanent bracing Is always reculred for stability and to prevent collapse with posvble personal INury and property damage. For general guidance regarding the tobricallom storage; delivery erection and bracing Of rouses and Muss systems socANSIMPH CualMy Cdlnla, 03349 and SCSI Building Component sabh Nlonnalbrwoaoble ham Truss Plate Institute, 21 B N. Lee Street Suite 312, Alexandtla. VA 22314. MiTek' 6904 Pane East Blvd. Tampa, FL 33610' Job- Truss Truss Type City P7Jb T77610549 1623950-GHO-33FL EJ71 Jack -Open 5 Rafmanrw fnPttq l m rob, wmw, ream ury, rL- azbbb, 8.240 s Jun 8 2019 MiTek Indusines. 1m. I ue Jul 16 10:49:37'2019 Page 1 2n 7 4a6 II ST1.5x8 STP= I LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) 'I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) -0.04 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.09 4-5 >735 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.12 4-5 >563 240 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP N0.2 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 5=306/0-6-0, 3=130/Mechanical, 4=61/Mechanical Max Horz 5=191(LC 12) Max Uplift 5— 108(LC 12), 3=-153(LC 12), 4=-6(LC 12) Max Grav 5=308(LC 1), 3=130(LC 1), 4=102(LC 3) FORCES. (lb) - Max. GomplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-259/491 Scale - 1:25.6 PLATES GRIP MT20 2441190 Weight: 241b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Interior(i) 4-6-13 to 5-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 4 except at=lb) 5=108, 3=153. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6634 6904 Parka Fast Blvd. Tampa FL 33610 Date: July 16,2019 Q WARNING-Vedyydesiga parameters end READ NOTES ON TNISAND/NCLUDEDMTTEKREFERANCEPAGEM044T3 rev. 10113y10150EFORE USE. Design valid for use only with MmekO connectors. This design b bcsed only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lndMtlual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with poaible personal Injury and property damage. For general guidance regarding the fabrication. storage: delivery, erection and bracing of busses and foss systems seeANSU1PD QuaCrBedo, D5849 and SCSI Walking Component 6904 Parke East Blvd. $ably N/ormatbnavallable from Taos Plate Instli 218 N. Lee Street. Suite 312. Alexondha, VA 22 14. Tampa, FL 33610 Truss Truss Type Qty Ply T17610550 rJob 1623950-GH0.33FL EJ72 Jack -Open e 1 Joh Reference (optianal� eunas.'.. Lourae, rlanl Uly, rL-J2bbb, 8.240s Jun B2019MIlexlneUemeS,MC. Iuejui1b1U:49:06[U19 M II ST1.5xe STP = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ve0(LL) -0.05 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.10 5-6 >650 P40 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.11 5-6 >616 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except* 6-7: 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=339/0-8-0, 4=123/Mechanical, 5=79/Mechanical Max Harz 8=191(LC 12) Max Uplift 8=-92(LC 12), 4=-133(LC 12), 5=-21(LC 12) Max Grav 8=339(LC 1), 4=123(LC 1), 5=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-310/443 BOT CHORD 7-8=-326/213, 3-6= 213/326 Scale=1:25.6 PLATES GRIP MT20 244/190 Weight: 29 lb FT=20% Structural wood sheathing directly applied or5-10-0 no pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0pst h=15ff; Cat. II; E1V C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 5-9-4 zone; cantilever left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DDL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Cpsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to,girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5 except (t=lb) 4=133. Walter P. Finn PE N072649 M7ek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Job Truss Truss Type my Ply T17610551 1623950-GHO-33FL EJ73 Jack -Open 1 1 FReference p tional aunaers mrst source, Plant fury, FL - 32566, 8.240 s Jun 8 2019 MTek Industries, Inc. Tue Jul 16 10;49:39 2019 Page 1 ID: PGhz4yDMsRbsFNSgGp23J7ySwoJ-1G7MmYOMJZaOSKdipyKeAW RhAdITRwIYYfgfrryxWDg -1-6-0 5-0-0 5-t0-0 L60 5-0-0 }0.10-0 4x6 — 4x6 II ST1.5x6 STP = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Gnp DOL_ 1.25 TC 0.60 Vart (CL) 0.15 6-7 >449 240 TCOL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.09 6-7 >761 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.11 4 rVa n/a BCDL 10.0 Code FBC2017/PPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 3-6: 2x4 SP No.3 2x4 SP No.3 OTHERS REACTIONS. (lb/size) 7=308/0-8-0, 4=23/Mechanical, 5=169/Mechanical Max Horz 7=171(LC 12) Max Uplift 7— 119(LC 12), 5=-179(LC 12) Max Grav 7=308(LC 1), 4=65(LC 3), 5=169(LC 1) FORCES. (lb) - Max. ComplMaz. Ten. -All forces 250 (lb) of less except when shown. TOP CHORD 2-7= 2361430 WEBS 3-0-190/471 Scale=1:24.5 PLATES GRIP MT20 2441190 Weight: 29 lb FT=20% Structural wood sheathing directly applied or 5-10-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-5-3 to 4-6-13,lntenor(1) 4-6-13 to 5-0-0, Extenor(2) 5-0-0 to 5-9-4 zone; cantilever left and right exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 Muss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 7=119, 5=179. Waller P. Finn PE No.22839 MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 QWARNWG-VerilytleslgnpmmeMmand NEADNOTESONWISANDWCLUDEDMREKNEFENANCEPAGEMIP74nmv.i�of5BEFONEUSE Design valid for use only with MBekS,connectors. This design Is based only upon parameters shown, and Is for an Indf dual bdlding component, not a truss system. Before use, me buildhg designer must venty the appllcablllty of design parameters and property incorporate this design Into the overall building design&acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passale personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracng of trusses and tams systems seeAN5VTP11 Qua Cdbda, DSO-89 and SCSI Building Component Safely Infamrutionovotable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandra. VA 22314. M!Tek' 69M Parke East Blvd. Tempe, FL 3361D Job Truss Truss Type pry Ply T17610552 1623950-GHO-33FL EJ74 Jack -Open Girder 1 1 Job Reference (optional) ounuers First Source, Plant City, FL- 32566, 2x4 II ST1.5,8 SIP = 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 1610:49:40 2019 Page l RbsFNSgGp23J7ySwoJ.VShk uR 4sit3UCxNfnijnml GSAPDhnJaDlvyxWDf Special 46 = NAILED Scale = 1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well UI PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ved(LL) 0.12 6 >563 240 - MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.09 6 >708 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.11 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 27111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6'SP No.2 *Except* BOTCHORD 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 7=310/0-8-0, 4=116/Mechanical, 5=84/Mechanical Max Hoe 7=115(LC 8) Max Uplift 7=-172(LC 8), 4=-121(LC 5), 5=55(LC 8) Max Gmv 7=31O(LC 1), 4=119(LC 20), 5=107(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-10-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottomchord 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 100 lb uplift at joint(s) 5 except at=lb) 7=172, 4=121. 8) "NAILED' Indicates 3-1Od (0.148"x3") or3-12d (0.148")3.25") toe -nails per NDS guidlines. 9) Hanger(s)or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb doom and 1281to up at 3-0-0 on top chord, and 62 lb down and 28 lb up at 3-0-0 on bottom chord. The desigNselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2.3=-54, 3-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 3=-2(F) 6=2(F) 9=-7(F) 10=,3(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 0 WARNING-W1ffYdesign Parametersand READ NOTES ON THISANDWCLUOEOMOEKREFERANCEPAGEM674T4 rev. 110:1,2e15BEFORE USE • Design valid for use only with MrFecSconnectors.ihls design is based only upon parameters shown, and is for on individual building component,not th a truss system. Before use, e building deslgner must verity me opplicobllity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for sloblllty and to prevent collapse with possible personal Injury and properly damage. For general guldance regarding me . MiTek' foloKcatlon, storage, delivery, erection and bracing of busses and truss systems saeANSVrpII QUOM CMaM, DSB49 and BC31 Building Component tidormalblpvailoble from Tans Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Padre East Blvd.Sandy Tampa, FL 33610 Job Truss Thus Type Cry Ply T17610553 1623950-GHO-33FL EJ75 Jack -Open 6 1 Job Reference (optional) erasers First Source, Plant City, rL-32556, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:40 2019 Page l ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-VShk_uR_4sit3UC#4fnijzpJI FHAPkhrvJaDlvyxWDf -1-6-0 7-0.0 1-Go 7-0-0 Scale=1:26.4 ST1.Sx3 STP= 6x8 i LOADING (psi) SPACING- 2-0-0' CS'. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(CT) -0.06 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE .0.00 Horz(CT) -0.00 3 n/a n(a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Wind(LL) 0.06 2-4 >999 240 Weight: 93 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 OTHERS 20 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=144/Mechanical, 2=353/0-8-0, 4=88/Mechanical Max Holz 2=228(LC 12) Max Uplift 3=-169(LC 12), 2=-136(LC 12), 4-- 4(LC 12) Max Grant 3=144(LC 1).2--353(LC 1), 4=132(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15R; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Extenor(2) -1-53 to 4-6-13, Intenor(1) 4-6-13 to 6-11-4 zone; cantilever left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinf(s) 4 except Qt=lb) 3=169,2=136. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 Q WARNWG-Vedfydes]gnpmamelersend REAONOTES ON TMSANOWCLUDWUR REFERANCEPAGEMLL7474mv. 1G03trVISBEFOREUSE ��- Design valid for use only with MBelda connectors. Mis design Is based only upon porometers shown. and Is for an Individual building component, not a truss system. Before use. Me building designer must verity Me oppllcablllty of design parameters and property Incorporate MI5 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 slablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delNery, erection and bracing of trusses and truss system% weANSVIPII pUaN Criteria. DSO-09 and SCSI OWtlkrg Component 69M Parke East Blvd. Sahty mformalblpvollable from Truss Plate InsaMe, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply ' T17610554 1623950-GHO-33FL G1 Common 2 7 Job Reference (opti a0 ,iuuuoio no, coot , ,oily, rL-u<000, tl.z4V s Jun Be l e MI I eN mausmes, Inc. I ue JUI l p I emU rage ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-_eF6BERcrAgkhenBwMN6FxW 6 W RgFvgJ(1zJmgLyxW De 3-10.0 7-8-0 ' 3-10-0 3-10-D 4xG = Scale = 1:55.6 6.00 12 2 3x4 ST1.5x8 STP= axis = 2x4 II ST7.5xe STP= 2x4 II LOADING (psf) SPACING- 2-0-0 C51. DEFL in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.29 Ven(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber COL. 1.25 BC 0.12 Verl -0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 HoaiCT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wincil 0.00 5 >999 240 Weight: 73 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=273/0-7-0, 4=273/0-7-0 Max Horz 6=41111) Max Uplift 6=-117(LC 13), 4=-117112) FORCES. (lb) -. Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-241/351, 3-4=-241/351 WEBS 2-5=-142/250 Structural wood sheathing directly applied or 6-0-0 0o puffins, except end ver icals. Rigid ceiling directly applied or 10-M oc bracing.. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLd.Opsf; IrlSit; Cat. II; Exp C; Encl., GCp1=O.1 B; MWFRS (envelope) and C-C Exterior(2) zone; Cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joints) except jt=1b) 6=117, 4=117. Waltal Finn PE No.21839 Mi rak USA, Inc. FL Cod 6634 6904 Pate East Blvd. Tampa FL 33810 Data: July 16,2019 Q WARNING -Verity deer. pararnma. and HEAD NOTES ON MIS AND INCLUDED N/TEKREFERANCEPAGE Arl rev. 10031015 BEFORE USE Deslgn vcild for use only with fil connectors. This deal Is Dosed only upon parameters shown. and Is for an Individual bustling component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate thb all Into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual huss web and/or chord members only. Adtlitional temporary and permonentbrocing always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrlealon, storage: delivery. erection and braoing of trusses and huss systems meANSVTPIT QuimyCrloda. DSB49 and Ill Building Component Sobly Inlarmatbnwollabletrom Truss %ate InstiNfe. 218 N. Lee Steel.. Suite 312 Alexandria. VA 22314. ��- M1Te1(0 69N Pate East BNtl. Tampa, FL 33610' Job Truss Truss Type Oty Ply T77610555 1623950-GHO.33FL G2 Common 1 1 Job R f a (oofonall -�"e-••"•"'•""'-••^'• ••'•••".11,.-- ­ ' u.L9u s Jun a zul a Ml l eK mausmes, Inc. l ue Jul l b l uAUAZZUl U race 5.6 = 6.00 12 a 2 9 10 11 ST1.5x8 STP = 3xB = ST1.5va STP axe II 3x6 It Scale=1:55.5 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in goc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.10 5-6 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.22 Hord(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Wind(LL) 0.01 5 >999 240 Weight: 901to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except antl verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=492/0-7-0, 4=49210-7-0 Max Horz 6=80(LC 9) Max Uplift 6=-181(LC 12), 4=-183(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=.343/367, 2-3=-337/374, 1-6=-431/518, 3-4=-437/529 WEBS 2-5=-142/279,3-5=-182/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(l) 6-1-12 to 7-0-0, Extedor(2) 7-M to 13-0-0, Intedor(1) 13-0-0 to 13-5-4 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=181, 4=183. Waiter P. Finn PE No22839 MTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 16,2019 Q WARNING- Verity design pemmefem and BEAD NOTES ON TINS AND INCLUDED MBEK REFERANCEPAGE MM174iJ re¢16 015 BEFORE USE Design valid for we only with MOekO connectors. nos design Is based only upon parameters shown. and Is for on Individual building component, not a irss system, Before use, the building designer must verify Me oppllcablllty of design parameters and properly Incorporate this design Into the overall buiidbgoesign. Bracing Indicated 6loprevent bucWingofIndividual frunweb and/or chord members only. AdbitlonaltemporaryondpennanenTbracIng Is always required for stability and to prevent collapse with possible personal lmzy and property damage. For general guldonce regarding the MiTek' fabrication, storage, delvery. erection and bracing of trusses and truss systems, weAsistimm alsalIltpyy Cr6nB. 133649 and 6CSI 6u9dhp Component Sabh Intolmatbrnvollable from Truss Flat. Institute, 218 N. Lee street Suite 312. 69M Parke East Blvd. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty ply T17610556 1623950-GHO.33FL G3 Common 7 7J.b _,,_,._____ Ree i.1flori.0 ferenc 8.240 a Jun 82019 MiTek lndustnes, Inc. Tue Jul 1610:49:43 2019 2x4 d Er.l- E 6.00 12 3.6 = 2.4 11 5x8 = 2x4 I 3x6 = 8-1-12 75-a-0 23-0-0 31-6-0 B-1-12 �a-4 � zvn Scale = 1:60.6 2x4 I< Plate Offsets (X 1C-- f3:0-4-0 0-3-4] ]5:0-4-0 0-3-4] i9�0-4-0 0-3-0] LOADING fast) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Verl(LL) -0.11 2-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Verl(CT) -0.26 2-10 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.61 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Wmd(LL) 0.16 2-10 >999 240 Weight: 1551to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1236/0-8-0, 6=1236/0-8-0 Max Horz 2=191(LC 11) Max Uplift 2=-540(LC 12), 6=-540(LC 13) FORCES. (Ib) - Max. Ccmp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2011/1371; 3-4=-1362/1107, 4-5=-1362/1107, 5-6=-2011/1371 BOT CHORD 2-10=-1007/1702, 9-10=-1009/1698, 8-9=-1049/1698, 6-8=-1048/1702 WEBS 4-9=-509(/75, 5-9=-672/655,5-8=0/334,3-9=-672/655, 3-10-0/334 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. WEBS 1Row at midpt 5-9,3-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-5-3 to 4-6-13, Interior(1) 4-6-13 to 15-9-0. Extedor(2) 15-9-0 to 21-9-0, Interior(1) 21-9-0 to 32-11-3 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ` This lmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Qt=lb) 2=540, 6=540. Waller P. Finn PE NoIM39 MifeltUSA, Inc. FL Cod 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 16,2019 Job Truss s Type Dry Ply T17610557 1623950.GH0.33FL G4 Girtler THp 1 1 Lb R f nce foot'onap vu.rvco, na wu, , „mn•.,ry,"-aaoo, a.Z9u s JM a Zul H MI l eK lnaaslnes, arc. IUa dW to IV:etl:4a ZU le rage 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-Kc27ExVIgiTl nPf5jwyHy_DZJSHRa70a9F1 XVZyxWDZ 7-" 11-9-0 19.11-7 241-13 -1-8-0 3-0.a 5-9.0 74-3 9-9-0 11-69 t3-9-0 159-0 17-9-0 19-9-0 21-9-0 23-9-0 25-9-0 28-8-0 31G0 33-DO 1-6-0 3-0-0 2-9-0 1-7-0 2-0-0 1-9-9 2-DO 2-0-0 2-0-0 2-0.00. -] 2-0-0 - 3 2-9-0 3.0-0 lE-0 " 13 0.2-7 1-9-9 1-7-3 Scale=1:89.5 NAILED 46 = 6.00 12 NAILED NAILED 45 15 NAILED NAILED 44 14 3x6G 4312 NAILED e NAILED NAILED 427 5x8 \\ 41 4 NAILED 3 40 46 NAILED 1747 NAILED 1948 NAILED 21 3x8 1 NAILED 23 2549 NAILED NAILED 26 50 5.8 // 2 28 51 0 2 10— 10— — — _ _ 29 1 0 . xe STF = 37 52 36 53 38 54 55 56 34 57 58 33 59 60 32 61 3/ 5T1.5x8 W O Special NAILED 3x4 = 3x4 = 7x10 = NAILED 3x4 = NAILED 3.4 = NAILED Spacial 3x8 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/tlefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 32-33 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(GT) -0.22 3233 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Harz(CT) 0.07 29 Na Na BCDL 10.0 Code FBC2017frP12014 Matdx-SH Wind(LL) 0.1835.36 >999 240 Weight: 275 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural Mod sheathing directly applied or 3-8-6 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-1 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6, 11. 16, 20, 24. 18, 13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/06-0, 29=1267/0-8-0 Max Horz 2=191(LC 7) Max Uplift 2=-646(LC 8). 29— 646(LC 9) Max Grav 2=1309(LC 40), 29=1309(LC 41) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2509/1125, 3-4= 1615/669, 4-7=-1557/684, 7-10= 1575/769, 10-12=-15407789, 12-14=-1547/852,14-15=-1510/871,3-5=-1357/949,5-6=-1357/949,6-9= 788/546, 9-11=-788/546, 11-13=-312/507, 13-16=-312/507, 16-18=-312/507, 18-20=-311/507, 20-22=-7931581,22-24=-793/581,24-27=-1376/972,27-28-1376/972,15-17=1517/879, 17-19-1553/859, 19-21=-1545/796, 21-25— 15807776, 25-26=-1563/692, 26-28=-1620/676, 28-29=-2508/1131 BOT CHORD 2-37=-1113/2366, 3637=-1125/2363, 35-36=-1425/2783, 34-35=-1054/2217, 3334=-905/2095,32-33=-1263/2651,31-32=-95412244,29-31=-943/2247 WEBS 3-36=-320/506, 6-35=601/393, 11-35=-38/268, 11-34=-1339/900, 1634=-533/1049, 2034=-1338/899, 20-33=-35/268, 24-33=-589/379, 28-32=329/456, 15-16=-621/1137 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft;.Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 20 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) '.This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except 01=11b) 2=646, 29=646. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) "NAILED" indicates 3-1 Old (0.148"4") or2-12d (0.148"x3.25") toe -nails per NDS guidlines. Walter P. Finn PE NoIN39 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40111 down at 3-0-0, and 40 lb MTek USA, Inc. FL Can 6634 down at 28-5-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 6906 Parke East Blvd. Tampa FL 37910 11) In the LOAD CABE(S) section, loads applied to the. face of the truss are noted as front (F) or back (B). Data: LOAD CASE(S) Standard July 16,2019 0 WARNING •Vediy design parameter and READ NOTES ON THIS AND INCLUDED UMEKREFERANCE PAGE M&74r3 rev. 1NAY2015 BEFORE USE Design valid for use only with Mnek® connectors. This design B based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the bulding designer must verify the applicability of design parameters and properly hcorporote Oils design Into the overall building design. Brocing Indicated is to prevent bucWho of Individual mca web and/or chord members only. Addltlonol temporary and permanent boding Is always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fabrlcotbn storage, delivery, erection and bracing of husses and truss systems seeANSU1PIl Qua B1Lr CIDeM. DS3419 and IIC31 euldhD Component Saroty, Infosmatbmvaloble from Truss Finite InstiMe. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. ��- MiTek* 69M Perko East Blvd. Tampa. FL 33810 Job Truss Truss Type city Ply T17610557 1623950-GHO-33FL G4 Hip Girder i 1 Jab Reference fgptiqnAl Builders; rusi source, ManLaty, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:46 2019 Page 2 ID:PGhz4yDMSRbsFNSgGp23J7ySwoJ-Kc27E%VlgiTl nPf5jwyHy_Dz1SHRa7Oa9F1XVZyvWDZ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3= 54, 3-15=-54, 15-28=-54, 28-30=-54, 2-29=-20 Concentrated Loads (Ib) Vert: 37=-16(B) 36=-6(B) 32=-6(B) 31=-16(B) 40=21(B) 51=21(B) 52=-6(B) 53=-6(B) 54=-6(B) 55=-6(B) 56=-6(B) 57=6(B),58=-6(B) 59=-6(B) 60=-6(B) 61=-6(B) Job Truss Truss Type Cry Ply T17610558 1623950-GHO-33FL HA Diagonal Hip Girder 4 1 Job Reference o If ..1 m, oaww, ndrn illy, 11-aea00. 8.240 s Jun 8 2019 MITek Industries, Inc. I us Jul 1610:49:47 2019 Page 1 Gp23J7ySwoJ-oocOSHWNRObuPZEHHdUWUCm9R97JZTj'Ovm514yxWDY 3x6 11 STI.SxB STP= 0.10.75 3-0-0 n.m.ts I o.,.o I Scale = 1:10.0 Plate Offsets fX Y)-. 12:0-1-13 0-0-61 [2:0-0-11 1-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Wind(LL) 0.00 2 •••• 240 Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4'SP No.2 WEDGE Lett: 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 4=27/Mechanical, 2=147N-5-1.1 Max Hom 2=71(LC 4) Max Uplift 3=-73(LC 8). 2=-102(LC 4) Max Gmv 3=67(LC 1), 4=54(LC 3), 2=147(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL =4.2pst BCDL=S.Opsf; h=16ft; Cat. 11; Exp C; Encl., GCp1=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Ut=lb) 2=102. 6) "NAILED" Indicates 3-1 Cat (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-3=-54, 2-4=-20 Walter P. Finn PE No32339 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 A WARNING- ItivirYdslImpahlrectivalirdREADNOTIES ON THIS AND INCLUDED 11017KREIrERANCEPAGEMB-7473nev. 1011VU42015BEFOREFUS& Deagn valid for use oNywlth MBeld0 connectors. I1h6 design B bored only upon parameters shown, and 6 for an IndMdual building component, not a muss system. Before use, the building designer mustverlfy the oppllcobOlN of design parametersand properly Incorporate this design Into the overall burdingdeslgn. Bracing indicated utoprevent bucklingoflndlMdualtwo eband/or chord members only. Additional lemporaryand permanentbrocing MiTek' Is always required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems seeANWP BII CuNryy CMnb, DSS419 and I CS1 Bidding Component Safety Infarmatbtnvallable from Truss Plate 6904 Parke East Blvd. Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Temp., FL 33610 Job Truss Truss Type Cry Ply T77610559 1623950-GHO-33FL HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) bunpers nrsr source, Ham clty, rL - 32b66, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:48 2019 Page 1 I D:PGhz4yDMsRbsFNS9Gp23J7yS WGJ-G-,AmfdX?CKjkljpUrK?t1 PJHj F?120jtczweaRyxW DX 0-p-8 4-2-3 0-b-e 4-2-3 Scale = 1:15.3 2xd II 4-2-3 4-2-3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.02 4-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hoa(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Wind(LL) -0.03 4-5 >999 240 Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=22410-10-15, 3=60/Mechanical, 4=12/Mechanical Max Horz 5=144(LC 4) Max Uplift 5=-217(LC 4). 3=-72(LC 8). 4=-16(1_0 19) Max Gray 5=224(LC 1), 3=61(LC 35), 4=50(LC 3) FORCES. (Ib) - Matt Comp./Max. Ten. -All forces 250 (Ib) or less except when shovm. - NOTES- 1) Wind: ASIDE 7-10;.Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOI^1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except Qt=lb) 5=217. 6) "NAILED" Indicates 3-1 Did (0.148"x3°) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3=-54; 4.5=-20 Concentrated Loads (lb) Vert: 8=60(F=30, B=30) 9=57(F=29, B=29) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 Q WARNMG- Ved1ydeal9dyera..fivo ad REAONOTES ON TNISANOMCLUDWMREKREFERANCEPAGEM674m3 x 14=21115BEFORE USE Design valid for use only with Mmek4D connectors. This design Is based only upon parameters shown. and Is for on Individual building component not a I uss system. Before use, the building designer must ved the appliccbllay of design parameters and properly Incorporate this design Into Me overall building desgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AddlHonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonceregarding the fabrication, storage. delivery, erection and bracing of incases and truss systems. seeANSIMII Quaf0ftyCdMdp, DSB419 and SCSI Building Component Safety 01/armalbmvollabie from Truss Plate Institute. 218 N. Lee Street. Suite 311 Aloxondrla. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610' Job Truss Truss Type Oty Ply T17610560 1623950-GHO-33FL HJ7 Diagonal Hip Girder 3 1 ]job veie.e...e (optional) Builders First Source, Plant City, FL- 32566. 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:51 2019 Page 1 ID:PGhz4yDMSRbsFNSgGp23J7ySwoJ-hZmHfZtUFSJUAY3WTYSf2p)CT_DFKtJJXklAmyxW DU -2-0-7 4-11-0 6-21 910-1 2-0-15 0-6-8 4-11-0 1.3.4 3-7-13' Scale=1:28.4 a NAILED NAILED 2x4 II NAILED 3A = 5 3x4 II NAILED NAILED NAILED LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(L-) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) -0.06. 4 n/a n/a BCDL 10.0 Code FBC2017lrP12014. Matrix-SH Weight: 49 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pur ins, BOT CHORD 2x4SP No.2 .except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9,3-13 oc bracing. 2-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=41610-10-15, 4=148/Mechanical, 6=254/Mechanical Max Horz 8=255(LC 4) Max Uplift 8=-338(LC 4), 4=-164(LC 4), 6=190(LC 8) Max Grav 8=416(LC 1), 4=148(LC 1), 6=258(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13-379/296, 2-3=-432/2B3 BOT CHORD 7-8=-370/351, 6-7=-370/351 WEBS 3-6=-395/416 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.OpsF h=15ft; Cat. I); Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed: LumberDOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 8=338, 4--164, 6=190. 7) "NAILED" indicates 3-10d (0.148"x3°) or 2-12d (0.148°x3.25") toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-2=-54, 2-4=-54, 5-8=-20 Concentrated Loads (lb) Van: 11=60(F=30, B=30) 13=-64(F=-32, B=-32) 14=57(F=29, B=29) 15=5(F=2, B=2) 16=-43(F=-21, B=-21) Walter P. Finn PE No32639 MiTek USA, Inc. FL Carl 6634 6904 Parke last Blvd. Tampa FL 33610 Date: July 16,2019 Job Truss Type Oty Ply THJ31 T77610561 1623950-GHO-33FL DIAGONAL HIP GIRDER 2 1 Jab Reference (opt 0 Ounoers nrss Source, riam ury, rL-a2bbb, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:49 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwDJ-IBk8tzYdzdrbesOgO2W_adrP3tOonTzOrDFB6tyxWDW 0-4-8 4-2-3 IBIS 048 423 Scale =1:13.6 3x4 = 2x4 II 4-2-3 4.2-3 LOADING (psl) SPACING. 2-0-0 CSI. DEFL. In (too) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.00 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 .BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hoa(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=44/Mechanica1, 2=268/0-10-15, 4=38/Mechanical Max Harz 2=134(LC 4) Max Uplift 3=-60(LC 8), 2=214(LC 4) Max Grav 3=65(LC 35), 2=268(LC 1), 4=76(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shaven. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ito uplift at Joint(s) 3 except Qt=lb) 2=214. 6) "NAILED' indicates 3-1 Cal (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S).section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3= 54, 2-4=-20 Concentrated Loads (lb) Vert: a=61(F=30, B=30) WdlterP. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 16,2019 O WARNWO-WAFYdeel1npe1pmafem4nd RE4D NOTES ON TIMAND INCLUDED MREKREFERANCEPAGEMI,74".re.. rag31ra15REFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for on IntlNitlual building component, not a truss system. Before use. Me building designer must verity. Me applicability of design parameters and properly Incorporate this design Into the Overall building design.&acIng Indicated is to prevent bucking of lndNltlual truss web and/or chord members only. Additional tampomry and permanent bracing MiTek' Is ciwoys required for stabllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the tobricatION storage, delivery. erection and bracing of trusses and truss systems seeANSV8s11 Quo CM�M. DSII-09 and aCQ Building Component 69W Parke East BNd. Sabty bsformatbrravoeabie from Truss Plate Insmufe. 218 N. Lee Street, Sul 312 Alexontlria VA 22314, Tampa, FL 336110 Truss Truss Type Cry Ply r1623 T17610562 950-GHO-33FL HJ32 DIAGONAL HIP GIRDER2 1 Job Reference (optional) builders I-Irst source, Plant City, FL-32566, 6.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:50 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwGJ.DNHW 4JVFjnSGOzeyl106gOaM3jJWwCA4t71eKyxW DV Scale = 1:13.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.61 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a Na BCOL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 191b FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 3=44fMechanica1, 2=268/0-10-15, 4=38/Mechanical Max Hoa 2=140(LC 22) Max Uplift 3=40(LC 8). 2=-193(LC 4) .Max Grav 3=48(LC 31). 2=268(LC 1), 4=76(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOIl1.60 2) This truss has been designed fora 10.0 psf bottom chord live load n(inconcument With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 3 except 61=11J) 2=193. 6) "NAILED" Indicates 3-10d (0.WN3°) or2-12d (0.148')6.25°) toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3- 54, 2-4=-20 Concentrated Loads (lb) Vert: 8=61(F=30, B=30) Walter P. Finn PE No22S39 MiTek USA, Inc. FL Cad 661e Site Parke East Blvd. Tampa FL 33910 Data: July 16,2019 OWARNING- VerhydoalgnperamefenenEREADNDTES ON THIS AND INCLUDED MIFEKREFERANCE PAGE MI4r4TJrev. 1�015 BEFORE USE Designvalld for use only with MRek® connectors. Rile design Is based only upon parameters shown, and 6 for an tralvdual bueding component, not a truss system. Before use, the bul ding designer must verHy Me appllcabllBy of design parameters and properly Incorporate his design Into Me overall building design. Bracing Indicated is to prevent buciding of lndMdual bus web and/or chord members only. Additional temporary and bracing permanent Is always requVed for stabllity and to prevent collapse with possible personal irgW and property damage. For general guldonce regarding Me MiTek' fabrication, storage, delNery, erection and bracing of busses and bus systems WeANSVIPl1 Ouollay Criteria. DSB419 and SCSI Bidding Component 6904 Parke East Blvd. Sooty Infoenalbnwaaable from Truss Plate Institute, 21 a N. tee Sheet. Suite 312 Alexandra, VA 22314. Tampa, FL 33610 Job Truss Type Oty Ply FD..gs.nal T17610563 1623950-GHO-33FL HJ81 Hip Girder 1 1 Job Reference fool' all -ii, I. -I Illy , rc - ucaoo, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:49:52 2019 Page l iID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-9mPHV_aWFVDAVK7F4A3hBFTwCsMW ofrxBUdCyxWDT 2-1-7 4.1-2 8-2-4 -0.15 0- -8 4-1.2 4-1-2 NAILED 3x411 NAILED NAILED NAILED NAILED Scale = 1:24.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Veng-L) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Hom(CT) -0.04 4 ril n/a BCDL 10.0 Code FBC2017/TP12014 Matril Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins, BOT CHORD 2x4 SP N0.2 - except end verticals. WEBS 2x4 SP No.3 *Except- BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 8=42610-10-15, 4=176/M_echanical, 6=261/Mechanlcal Max Hoa 8=223(LC 22) Max Uplift 8---340(LC 4), 4=149(LC 4), 6=-198(LC 8) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-359/297, 2-3- 336/195 BOT CHORD 7-8=-266/273, 6.7- 266/273 WEBS 3-6=-311/303 NOTES- 1) Wind: ASCE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsq h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=4.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 2-0-0wide will fit between the bottom chord and any other members. _ 5) Refer to girder(s) for truss to Muss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except all 8=340, 4=149, 6=198. 7) 'NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-2=-54, 2-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 7=-5(F=2, B=.7) 11=30(F) 12=-101(F=-42, B=-59)13=10(F=29, B=-18) 14=-89(F=24, B=64) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 0 WAHNWG-Vedly Ceslgnpammetem antl HEADNOTES ON MW MDWCLUOEO MITEKNEFENANCEPAGEMIP74T3 mv. 101MV20159EFONEUSE Design valid for use only with Mnekail connectors. This design is based only upon parameters shown, and a for an individual building component, not ��• a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bulldingdedgn. Bracing Indicated is to prevent buckling of Individual all web and/or chord members only. Additional temporary and pennanembrocing �-�•YY MiTek' Is always required for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses one hum systems. seeANSVIPII peall6yCdMrO, DSB49 antl DCSI building Component Sabty Nfelmotbrrnollable ham Tun Plate Mail 218 N. Lee Sheet. Suite 312 Alexorl 6904 Parke East Bind. VA 22314, Tempe, FL 33610 Job Truss russ Type MYPly T17610564 1623950-GHO-33FL K1 omman Girder TC 1 2 Job Reference (optional cuioers 1.. avurceI narn Illy, rc- oevvv, 4.6 II 5 6.00 r12 3x8 4 4 3x12 MT20HS i 3 e�p{ 2.4 II 2 3xB 11 6 302 MT20HS 7 Scale = 1:48.9 8 2.4 II Io [' "1 12 15 16 1117 18 19 10 20 21 21, •I` ST1.5x8 STP = LUS24 LUS26 LUS26 8x10G &6 II Bx14MT20HS= 3x6 II ST1.5x8STP= LUS26 LUS26 LUS26 LUS26 Bx10 LUS26 65-12 10-8-D 15-10.4 av-a s2.4 SS-12 Plate Offsets (X Y)-- [2:0-0-13 0-2-11 [8:0-0-13 0-2-1 ] 110.0-4-8 0-1-81 f 1 Y0-7-0 0-4-81 [12:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.12 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.23 10-11 >999 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 HOrz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-SH Wind(LL) 0.1511-12 >999 240 Weight: 280 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x6SP M 26 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-10-7, Right 2x6 SP No.2 2-10-7 REACTIONS. (lb/size) 2=3729/0-8-0, 6=7048/0-8-0 .Max Horz 2=135(LC 26) Max Uplift 2= 1748(LC 8). 8=-3033(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=6633/3090, 4-5=-6162/2823, 5-6=-6161/2824, 6.8=-9125/3905 BOT CHORD 2-12=-2690/5714, 11-12=2690/5714, 10-11=-3303/7966, 8-10=-3303(7966 WEBS 5-11= 2267/5060,6-11=-2893/1226,6-10=-1030/2899,4-11=-286/372, 4-12=-249/456 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (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 0-7-0 oc. Webs connected as follows: 2x4--1 now, at 0-9-0 oc. 2) All loads are considered equally applied to all plies; except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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 100111 uplift at joint(s) except 0t=l1b) 2=1748,8=3033. 9) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent at 20-6-12 from the left end to connect truss(es) to front face of bottom chord.. 10) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Old Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es)-to back face of bottom chord. 11) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0.12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33818 Data: July 16,2019 Q WARNWO-Verlrydeslgnpereme1..dREAONOTES ON TNISANDMCLUOEOMREKREFERANCEPAGEM&74M.I 10N3,20156EFOREUSE Doagnvalld for use oNywlth Wake, connectors. This design a based only upon parametersshown, and a form Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. BroGng Indicated is to prevent buckling of Individual truss web and/or chord members only. Adtliflonal temporary and permanent bracing MiTek- Isalways required for stability and t0prevent collapse with passible personal lNury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems weANSVmIi Guiltily Cdfedp, DSO-69 and BCSI Building Component 6904 Palle East Blvd. Safety InformalbrWoiloble from Truss Plate Irstaute. 218 N. Lee Sheet. Suite 312 Alexandria VA 22314, Tampa, FL 33610' Job Truss Thus Type City Ply T77610564 1623950-GHO-33FL K1 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Jun 82019 MiTek Industnes, Inc. Tue Jul 1610:49:53 ze10 rage e ID:PGhz4yDMsRbsFNSgGp23J7y5woJ-dyzfiKb80sL17UhRduawkTO_hGfSj2vcmrOF FfyxW DS LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 5-9=-54, 2-8=-20 Concentrated Loads (Ib) Vert: 15=-676(B) 16=-1183(B) 17=-1183(B) 18— 1192(B)19=-1183(B)20=-1183(B)21= 1183(B) 22=-1273(F) Job Tuns Truss Type O13' ply T17610565 1623950-GHO-33FL K2 Common 2 1 Jab Reference (optional) Jun B 2019 Mi l ek lndMMS6, Inc. ius June 4x6 = 2x4 3xa II Scats=1:43.9 2x4 ]d Plate Offsets (X Y).- f2:0-4-4 Edael IB'0-4-4 Edcel - - LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.53 Ve rt(LL) -0.09 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 6C 0.50 Vert(CT) -0.1510-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(OT) 0.03 8 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(L-) 0.0610-12 >999 240 Weight: 119 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.23-0-4, Right 2x6 SP No.23-0.4 REACTIONS. (lb/size) 2--867/0-8-0, 8=867/0-8.0 Max Horz 2=135(LC 11) Max Uplift 2=-380(LC 12), 8=380(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1247/975, 4-5=-1105/967, 5-6= 1105/967, 6-8_ 1246/971 BOT CHORD 2-12=-702/1041, 10-12=-33af734, 8-10= 720/1041 WEBS 5-10=-331/413, 6-10=-238/415, 5-12=-333/411, 4-12=-238/418 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc pudins. GOT CHORD Rigid ceiling directly applied or6-11-6 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; E>pr C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-5-3 to 4-6-13, Intedor(1) 4-6-13 to 10-e-0, Extedor(2) 10-6-0to 16-8-0, Interior(l) 16-8-0 to 22-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=380, 8=380. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 699 Parke East Blvd. Tampa FL 33810 Data: July 16,2019 O WARNING- VeNrydesignpammetemand READ NOTES ON MSANOWCLUOEOM/fEKREFERANCEPAGEM674T3rev. 1M3f?ojSBEFOREUSE Design valid for use only with MReket connectors, iitit design Is based only upon parameters anown 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 b to prevent bucking of haMduol fnm web end/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 miss systems, saoANSl/Iplt Quo' Xy criteria. DS349 and BCSI Building Component informal) ham 69M Parke East Blvd.Safety movolable Truss Pl ate Instfft 216 N. Lee Street. Suite 312 Alexandila. VA 22314. Tampa, FL 33610 Job Truss Truss Type aly Ply T77fi10566 1623950-GHO-33FL K3 Hip Girder 1 1 J bR f (optional)_ Jun 6 2U19 MI I eK Industries, Inc. I ue JUI 1 B 10:49:b6 ZU19 Scale = 1:45.2 44 = NAILED 9 NAILED NAILED 7 26 I 712 6.00 12 NAILED NAILED 5 25 2814 NAILED NAILED 5.8 \\ 24, 29 Special Special 5xe 4 10 13 4x6 4 4x6 O g 16 D- 2 17 ry 1, 3D 31 32 33 34 35 r 3x6 It 21 NAILED NAILED NAILED 20 NAILED NAILED NAILED 19 ST1.S%9 $TP= Special 5xe = Special 3x6 II NAILED &0.0 10-8.0 18-0-0 21-4-0 n.an Plate Offsets (X Y)- [2:0-3-8 0-1-61 [17:0-3-8 0-1-61 [20:0-4-0 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) -0.08 19-20 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.77 Vert(CT) -0.1819-20 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Hom(CT) 0.04 17 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.08 20-21 >999 240 Weight: 1531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.21-8-8, Right 2x6 SP No.21-8-8 REACTIONS. (lb/size) 2=882/0-8-0, 17=882/0-8-0 .Max Horz 2=135(LC 7) Max Uplift 2=-514(LC 8), 17=514(LC 9) Max Gray 2=938(LC 40), 17=938(LC 41) BRACING - TOP CHORD Structure] wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-10 oc bracing. JOINTS 9 Brace at Jt(s): 10, 11, 13, 6, 8 FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1522/780, 4-5=-963/529, 5-7=-902/551, 7-9=-877/580, 4-6=-365/191, 6-8=-366/192, 8-10=-366/192, 10-11=-366/192, 11-13=-366/192, 13-15=-365/191, 9-12=-878/580,12-14=-903/552,14-15=-963/529,15-17=-1523/782 BOT CHORD 2-21= 731/1383, 20-21=-731/1383, 19-20=-609/1298, 17-19= 609/1298 WEBS 4-21=0/275, 10-20=0/412, 15-19=0/275, 9-10= 270/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except (jt=lb) 2=514, 17=514. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" Indicates 3-10d (0.148"x3") or3-12d (0.148"x&25") toe -nails per NDS guicifines. 10) Hanger(s) or other connection dev]ce(s) shall be provided sufficient to support concentrated load(s) 234 to down and 1751b up at 3-1-12, and 2341b down and 1751b up at 18-2-4 on top chord, and 40 Ib down at 3-0-0, and 40 lb down at 18-3-4 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22619 MTek USA, Inc. FL Cod 6634 8904 Parke East Blvd. Tampa FL 33610 Data: July 162019 AWARNING- VerilydesiSACardmeterseadR61DN0TESONMMANOWCLUDEDUREKREFERANCEPAGEM674Ttmx1011l11015BEFOREUSE �■�' Design valid for use only with MReldo connectors. This design is based only upon parameters shown, and is for an lndNldual building component, not a cuss system. Before me, Inc bu0ding designer must verify the opplicob0design ly of parameters and property Incorporate this design into the overall i•�ao buldingdeign. Brocing lndicoted Is to prevent buciding of Individual Run web and/or chord members only. Addiflonal temporary and permonenlbraCing MiTek' Is always required for stability and to prevent collapse with possible personoi Injury, and property damage. For general guidance regarding Me fabricatWn, storage, delivery, erection and bracing of lasses and truss systems, seeANStlIPtt Quality CRub; 1181-89 and SCSI luldhp Component 69N Parke East Blvd. Safety Informalbncvaiiabie Rom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T77610566 1623950-GHO-33FL K3 Hip Girder 1 1 Job Reference (optional) ounoers nrsr Source, ream ury, rL- aeaoo, 8.240 s Jun 8 2019 MiTek lndustnes, Inc. Tue Jul 16 10:49:56 2019 Page t ID:PGhz4yDMSRbsFNSgGp23J7ySwoJ.1XfnLMdDJnjc XQDJb8dM5edYUcdwcj2SoS3szytWDP LOAD CASES) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9-15=-54, 15-18 -54, 2-17=-20 Concentrated Loads (lb) Vert: 4=21(F) 15=21(F) 21= 16(F) 20=-6(F) 19=-16(F) 30 -6(F) 31=-6(F) 32=-6(F) 33=-6(F) 34=-6(F) 35=-6(F) QWABNING- Ver1rydee9rrparemety andNEAONOTES ON TN/SANOWCLUO£OMR KREFENANCEPAGEM674TJrev. 14,113401SBEFONEUSF Design valid for use only with M6ekG connectors. This design is based only upon parameters shown, and is for on Individual building component not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign.&acing Indicated is to prevent bucNing of Indvdual tnst web and/or chord members only. Additional temporary and pennanenibrocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdco9on, storage, deiNery, erection and bracing of trusses and truss systems meANSVIPt1 QuaTfty CrUnda, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Informatlonovoiioble from Truss Plate instltute, 218 N. Lee Sheet. Suhe 312, Alexandria, VA 22314. Tamp., FL W610 Job Truss Truss Type Oty . Ply T77610567 1623950-GHO-33FL M1 Common 1 1 Job Reference o tional Jun a zul9 ml1 es mousmes, ma. 1 ue dui Io Ie:4e:al eUls axis = 3 1$ axe II 0.6-0 2-6-0 I 4-6.0 ILR.n Scale=1:13.9 Plate ORsets(XY)— f2:0-0-15Edge] f2:0-0-30-11-111 f4:0-0-15Edgel 14:0-0-30-11-111 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.35 Vert(L-) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.00 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 6 >999 240 Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=216/0-4-0, 4=216/0-4-0 'Max Hom 2=-34(LC 10). Max Uplift 2=-97(LC12), 4=-97(LC 13) FORCES. (Ile) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 Do pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ri TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMerlor(2) zone; Cantilever left and right exposed ;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nunconcument with any other live loads. 4) ' 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 chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 2, 4. Walter P. Finn PE No.22639 MTek USA, Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 33610 Dale: July 16,2019 Q W4RNOIG-Veritydesl9n Peremeseraand READ NOTES ON TNISANDINCLUDED MIIEKBEFERANCEPAGEMM174"nex tOM1QOISBEFORE USE Design vold! for use only with M6ek® connectors. This dedgn 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 applicablllty, 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 brocing Is always required for stablllry end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatlon, storage. delivery, erection and leading of trusses and truss systems. seeAN31/Ip11 QualflI1yy CrBedu, D5349 and BC31 Building Component Safety Inlarmallonavotclea from Truss Plate Institute. 218 N. Lee Sheet, Sure 312 Alexontlrl¢ VA 22314. ��- MiTek' 69o4 Padre East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17610568 1623950-GHO-33FL M2 Hip Girder 2 1 Job Reference(optional) Builders First Source, plant Uty, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 1610:49:58 LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 1 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=216/0-4-0, 5=216/0-4-0 Max Hom 2=-29(LC 6) Max Uplift 2=-116(LC 8), 5= 116(LC 9) NAILED bx6 = 4x6 = NAILED 3 4 Scale = 1:13.0 CSI. DEFL in (loc) Well Ud PLATES GRIP TC 0.13 VerI LL) 0.00 8 >999 240 MT20 2441190 BC .0.17 Vert(CT) -0.00 7 >999 240 WB 0.02 Horz(CT) 0.00 5 r/a n/a Matrix-SH Weight: 22lb FT=20% BRACING. TOP CHORD Structural mod sheathing directlyapplied or5-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) Or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=116, 5=116. 7) "NAILED" Indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2019 QWARNING- Verardasrgnparametersand READ NOTES ON THISANDINCLUDEDMOERREFERANCEFAGEM&74 .¢1d 01SREFORE USE Design valid for use only with M6ekO connectors. This dedgn a based only upon parameters shown, and Is for on individual building component not a muss system, Before use, Me building designer must verity the appllcablllN of design parameters and property Incorporate this design Into the overall building design, Bracing indicated is to prevent Waiting of Individual toss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablity and to prevent collapse wins possible personal Injury and property damage. For generot guidance regarding Me fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANSUIPiI Cuo�y CAnlo, DSBA19 and EC31 lu1dbp Cgmpon�nf Safely mformgibrpvallable from truss flute Institute, 218 N. Lee Street Suite 312 Alexandria. V422314, MiTek- Tamp Parke East Blvd. Tempo, FL 33610 Job Thus Truss Type Oty Ply T17610569 1623950-GHO.33FL V1 Valley 1 1 Job Reference (option ounuere rnar aaurw, nun uny, ru- ozaoa, 8.240 sJun 82019 MI I ek Industries, Inc. I Ue Jul 1610:49:592019 Pagel 1D:PGhz4yDMsRbsFNSgGp23J7ySwoJ.S6Kw Ofvci5BrP9b_8hK_kG1 Hhhl77RU8mgjTlyxWDM 3 zx4 G 2x4 II Scale=1:19.4 LOADING (pst) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber COL. 1.25 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-P Weight: 21 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=193/5-11-8, 3=193/5-11-8 Max Horz 1=146(LC 12) Max Uplift 1=-61(LC 12), 3= 134(LC 12) FORCES. (Ib) Marc Gomp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-176/364- Structural mod sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 001-=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) •-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wicle will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Gt=lb) 3=134. Walter P. Finn PE No.22B39 MTek USA Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33B10 Data: July 16,2019 Q WARNWG-Verify Ceslgnpsmmetemmd RF DNOTES ON THOANDWCLUDEDM/IEKREFERANCEPAGEMl47479mv. 14123R015BEFORE USE Design valid for use only with MOeW connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a buss system. Before use. me building designer must verify. the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSU1pil Quality Criteria. OS949 and SCSI luldhg Component Safety Infonnutionovolloble from Truss Plate Institute, 218 N. Lee Steel, Suite 312, Nexantltlo, VA 22314 MOW 6904 Perko East Blvd. Tampa, FL 33610 Job Truss Thus Type City Ply T17610570 1623950-GHO-33FL V2 Valley 7 1 Jab Reference fogilonaft 6 6 U.24USJUn BZU1a MIIeKInallame6,mC. IUe JN1e1U:SU:UUZUIe Vag91 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-wlulAkgXNOE2TZknYsCZW xoLD57PsSheNODH71yxW DL 2x4 ; 2x4 II 2 3 Scale=1:12.8 LOADING (psQ SPACING • 2-0-0 CSI. DEFL. in (roc) Udall Ud PLATES GRIP TCLL 20.0 Plate Gip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n1a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Holz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mat ix-P Weight: 14 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=119/3-11-8,3=119/3-11-8 Max Horz 1=90(LC 12) Max Uplift 1=-38(LC 12), 3=-83(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. .-All forces 250 (Ib) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 Oc pudins, except antl verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst•, h=15ft; Cat II; Exp C; Encl.,. GCpi=0.18; MWFRS (envelope) and C-C Exleior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jojnt(s) 1, 3. Walter P. Finn PE No:=39 MiTek USA, Ina FL 16634 6904 Parke East Blvd. Tampa FL 33810 Date: July 16,2019 ,&WARNING- Verily EasiOeparameram AOd READNO7ES ON MZANDINCLUDEDMIIEKREFENANCEPAGEMII-74M.v. IGAY1015BEFONEUSE DeSgn valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not a toss system. Before use. me building designer must verify fie applicability of design parameters and property Incorporate this design into the overall bullding design. Bracing indicatetl Is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stobalty and to prevent collapse with possible personal Injury and propertydamage. For general guldance regarding Ma fabrication storage, delivery, erection antl bracing of trusses and huss systems. sseANSUrmji Cuallty CrNoM, DS949 and IICSI Bul Cemponmt 69M Parke East Blvd. Sabfy m1emlDlbmvallable horn Tuts Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Pe - Oty Ply T17610571 1623950-GHO-33FL V3 Valley 1 7 Job Reference (optional Builders First Source, Plant City, FL- 32566, b d 2x4 G 8240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 16 10:50:00 2019 Page 1 ID:PGhz4yDMsRbsFNSgGp23J7ySwoJ-wlulAkgXNOE2TZknYsCZW xoQW 5A5sSheNQQH71yxWDL Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Ude11 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.05 Verf(LL) n/a Iva 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Ved(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Mar . YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structure] wood sheathing directly applied or2-M oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/1-11-8, 2=37/1-11-8, 3=14/1-11-8 Max Harz 1=39(LC 12) Max Uplift 1=-16(LC 12), 2=-42(LC 12) Max Grav 1 d1(LC 1), 2=37(LC 1), 3=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUiPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Dale; July 16,2019 Q WARNING-Verlfyde09npardmereraend READNOTES ON MMANDINCLUDEDMfrEKREPERANCEPAG£MIF7m7 v. 10AY10156EFOREUSE Design valid for use only Win MmekO connectors, This desgn B based only upon parameters shown. and Is for an intlNldual bustling component, not a MAS 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 lntllviduai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always readied for stability and to prevent collapse WIM possible personal mu y and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of messes and truss systems, seeANBMII QuWtly CrBnb. DS"9 and BC31 Bukdhp Component 69M Parke East Blvd. Sebty mfeenatloravallabie from Truss Plate Institute, 218 N. Lee Street, State 312 Alexontlrlo. VA 2231 A. Tampa, FL 33610 Symbols 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. fT/Idr I For;4 x 2 orientation, locate plates 0-'a4' from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss. Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I -8 I dimensions shown in sixteenths scale) III (Drawings not to scale) 0 of O U o_ O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS [CC -ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing; individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabcation. 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 dimenslons 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 purllns provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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/TP1I Quality Criteria, :0-0- 4 : s�fv?:4 SCANNED BY �$ 411riP�;f11111� DETAIL @ CUPOLA MAIN WIND FORCE RESISTING SYSTEMI" HYBRID IMPORTANT WIND ASCE7-10 ENCLOSED This OraMnO Must BO Aypmved And EXPOSURE CATEGORY C Returned Before Fabrication Will OCCUPANCY CATEGORY II Begin. For Your Protection Check All WIND LOAD 170 MPH Dimensions And Conditions Pdor To 'TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD ME LOAD NONCONCURRENT WITH ANY OTHER ME LOADS SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE BEEN ACCEPTED. ROOF LOADING FLOOR LOADING TCLL 20 PSF TCLL: PSF TOOL' 07 PSF TOOL: PSF BCOL• 10 PSF BCOL. PSF By Debt — TOTAL' 37 PSF TOTAL PSF DURATION: 1.25 DURATION: CAUTION!!! 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 OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING BackchaMes Will Not Be Accepted Regardless of Fault Without prior Notification By Customer Within 45 Hours And Inveatipa0on By Guilders Firettloume. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss. Gable Shear Well. And TRUSS CONNECTION LIST QTY PRODUCT LUS24 17 HTU26 HTU28 HHUS26-2 HGUS26-2 HGUS28-2 HGUS28-3 Q CONN. BY OTHERS PACE 2000 RES: REVEL ADDRESS: I MOCO LANE LOTIBLOCK CITY: FORT PIERCE COUNTY ST LUCIE CO DRAWN BY: JL JOB 0: 1g52455 DATE: 0T111119 SCALE: I REVISIONS: 1. 2 J. 4. L\Builders i FirstSoume 701 S. KINGS HIGHWAY FORT PIECE, FL 34M Ph.(Tf2)-4615475