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HomeMy WebLinkAboutTrussSite Information: Customer Info: GROZA BLDRS Lot/Block: . Address: LEAF RD, . City: FORT PIERCE Project Name: HARDISON Model:.. Subdivision: . State: FL 1110111 eK UDAI Inc. 6904 Parke East Blvd. Tampa, FL33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): VIEWED FOR Code: FBC2017/TPI2014 Design Program: MiTek 20/20 . Wind Code: ASCE 7-10 Wind Speed: 170 mph „`ODE COMPLIANCE Roof Load: 45.0psf Floor Load: N/Apsf ST. LUCIE COUNTY This package includes 60 individual, Truss Design Drawings and 0 Additional Drawings. BOCC With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# 1 T19002412 2 T19002413 3 T19002414 4 T19002415 5 T19002416 6 T19002417 7 T19002418 8 T19002419 9 T19002420 10 T19002421 11 T19002422 12 T19002423 13 T19002424 14 T19002425 15 T19002426 16 T19002427 17 T19002428 18 T19002429 19 T19002430 20 T19002431 21 T19002432 22 T19002433 Truss Name Date "k 24 26 28 30 31 32 33 34 36 38 40 42 44 Seal# Truss Name Date The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders Fin;tSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIf not 1. These designs are based upon parameters shown (e.g.. loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information Included Is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. WAL Tech. I.I.C. 5109 Grand Palmetto Way. Nofrt}� Port, FL. 34291-8049 ChriYtopher D. Beers Date: I tS 20 FILE COPY .,%%pMPS A I q4 .y JET. CEN' ' o No 39380 = v it 9 STATE OF 0/ F: SNA11 I?�,` Thomas A AlhaN PENoISM MITek US& Inc. ft Cert6634 6904 Parke East Blvd. Tampa R. 33610 Date: December 28,2019 Albam, Thomas 1 of 2 Job Thus Truss Type Oly Ply T19002412 2194777-GROZA Al Hip Girder �' 2 ' 1 a Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:57 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmON2-DcDsFrtc61BOIB74VowbGKGZHhSFPogd7LjkXVy4TOD 9-11A 411-2 9-0-0 16-1-8 249-0 27-fi-4 307-0 37-11-6 43-9-12 50.10.8 1r0-0 4.11-2 1 4-0-14 1 7-1-8 &7-B 12.9.4 3-0-02 7-4-6 5-00-6 7.0-I 6 5xe = 5.00 r12 6 _ 7 22 823 82 4x6 4x6 4 Sx6 9 4x6 i 6 10 24 5x12 G 5 4 3.6 i 3 2 3 1 4x6 = 18 17 16 26 15 14 27 28 13 r1.5x8 STP 8x1O = 5A3 = 4x6 = 7x1D WB = 4x6 = — 21 20 4x6 — 2.4 I ST1 Z.B STP = 5x8 = 7x10 = Scale =1:98.0 2.4 11 N 25 b 2 N j ST1.5x3 STP= rd I� 5x12 C LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TIC 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.22 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber I 1.25 BC 0.83 Vert(CT) -0.56 13-15 >896 240 BCLL 0.0 Rep Stress Incr NO WE 0.98 Hoa(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017/tP12014 Matrix-SH Wind(LL) 0.36 13-15 >999 240 Weight: 350 In FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structure[ wood sheathing directly applied or 2-5-6 oc pudins. 7-8:2x6 SP M 26, 1-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at micipt 4-18. 9-15, 8-16 12-14,14-17: 24 SP M 26 WEBS 2x4 SP No.3 *Except* 4-18: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=40210-8-0. 20=3434/0-8-0, 12=2756/0-6-8 Max Hoa 2=299(LC 12) Max Uplift 2— 157(LC 8), 20_ 1103(LC 12), 12=-846(LC 13) Max Grev 2=413(LC 23), 20=3434(LC 1). 12=2756(LC 1) FORCES. fib) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 368/237, 34= 172/326, 4-6=-4507/2709, 6-7=-4830/2965, 7-8=-4363/2880, 8-9=-5015/3084,9-11=-6221/3663,11-12=-6638/3891 BOT CHORD 2-21=-198/274, 20-21=-198/274, 19-20=-3192/1874, 4-19=-3087/1877, 16-18=-2344/4087, 15-16=-2368/4558,13-15=-3043/5354,12-13=-3479/6077 WEBS 3-20=-478/352, 4-18=-2515/4331, 6-18=850/688, 6-16= 76/568, B-15=-392/773, 9-15= 983/829, 9-13= 295/705, 11-13=-530/546, 8-16=-511/296, 7,16=-1561397 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=4.2pst BCDL=5.Opsf; h=15R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-2, Intenor(1) 4-11-2 to 24-9-0, Exterior(2) 24-9-0 to 39-0-13, Interior(1) 39-0-13 to 50-7-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 BGDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 2, 11031b uplift at joint 20 and 846 lb uplift at joint 12. 7) 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. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ito down and 311 lb up at 25-5-0. and 400 lb down and 311 It, up at 29-11-0 on top 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). Thomas A. Albani PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Iloromhcr 9R 9r11 O Job Truss Thus Type Oly Ply T79002412 2194777-GROZA Al Hip Girder ' - 2 r 1 �Jqb.farencaloptional) 1 R Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:58 2019 Page 2 I D:? RrVDIkAuF9VuVYAL75snbmON2-honETB1FtcGH W HIH3VRg0%ok15oU8FwmL?SH4xy4TQ? LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7= 70, 722=-70, 22-23=-330(F=-260), 8-23=-70, 8-12=-70, 2-20=-20, 12-19=-20 'Concentrated Loads (lb) Vert: 22=400(F) 23=-000(F) 2) De9d+0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=60, 7-22=60, 22-23=-298(F=-238), 8-23=-60, 8-12=60, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20 Concentrated Loads (lb) Vert: 22=-356(F) 23=-356(F) 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-7=-30, 7-22=-30, 22-23=-246(F=-216), 8-23=-30, 8-12=30, 2-20=40, 12-19=40 Concentrated Loads (Ib) Vert: 22= 311(F)23=-311(F) 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Van: 1-2=133,2-3=80,3-7=54,7-22=74,22-23=169(F=96),8-23=74,8-24=80, 12-24=54,2-20=-10, 12-19=-10 Harz: 1-2=-141, 2-3=-88, 3-7= 63, 8-24=88, 12-24=63 Concentrated Loads (lb) Vert: 22=31 1 (F) 23=31 1 (F) 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=43, 26=54, 6-7=80, 7-22=74, 22-23=169(F=96), 8-23=74, 8-25=54, 12-25=80, 2-20=-10, 12-19=10 Harz: 1-2=-51, 2-6=-63, 6-7=-88, 8-25=63, 12-25=88 Concentrated Loads (Ib) Vert: 22=311(F) 23--311(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=-11. 2-7=61, 7-22=-54, 22-23=-294(F=239), 8-23=-54, 8-12=-61, 2-20=-20, 12-19=-20 Harz: 1-2=-19. 2-7=31, 8-12=-31 Concentrated Loads (lb) Vert: 22=-359(F) 23=-359(F) 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=49, 2-7= 61, 7-22=-54, 22-23=-294(F=-239), 8-23=-54, 8-12=-61, 2-20=-20, 12-19=-20 Harz: 1-2=19, 2-7=31, 8-12=-31 Concentrated Loads (lb) Vert: 22=-359(F) 23=-359(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=59, 2-7=32, 7-22=47, 22-23=70(F=23), 8-23=47, 8-12=33, 2-20= 10, 12-19=-10 Harz: 1-2=-67, 2-7=41, 8-12=41 Concentrated Loads (to) Vert:22=166(F) 23=166(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=22, 2-7=33, 7-22=47, 22-23=70(F=23), 8-23=47, 8-12=32, 2-20- 10, 12-19- 10 Harz: 1-2=-30, 2-7=41, 8-12=41 Concentrated Loads (Ib) Vert: 22=166(F) 23=166(F) 10) Dead+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-1, 2-7=-12, 7-22=3, 22-23=-194(F=-197), 8-23=3, 8-12=-12, 2-20=-20, 12-19= 20. Harz: 1-2=-29, 2-7=-18, 8-12=18 Concentrated Loads (lb) Vert: 22=273(F) 23=-273(F) 11) Dead +0.6 MWFRS Wind (Neg. Internet) Right: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=6, 2-7=-12, 7-22=3; 22-23=-194(F=-197), 8-23=3, 8-12=-12, 2-20= 20, 12-19=-20 Horz: 1-2= 30, 2-7- 18, 8-12=18 Concentrated Loads (to) Vert: 22=-273(F) 23=-273(F) 12) Dead+0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36,2-7=47,7-22=27,22-23=50(F=23),8-23=27,8-12=27,.2-20=-10, 12-19=-10 Harz: 1-2=-44, 2-7=-56, 8-12=35 Concentrated Loads (to) Vert: 22=166(F)23=166(F) 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Incmase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=15, 2-7=27, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=47, 2-20=-10, 12-19=-10 Harz: 1-2=-24, 2-7=35, 8-12=56 Concentrated Loads (to) Vert: 22=166(F)23=166(F) OWARNORS-Vedrydeslgnparametem and READNOTES ON MIS AND WCLUDEDMREKREFERANCE PAGE 111IF]4)3mv. 1Gaa2015 BEFORE USE. Deslgn valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Indvidual building component, not ��- a truss system. Before use, the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Brocing lndlcatetl Is to prevent buckling of Individual truss web and/or chord members only. Ad iflonal temporary and permanent bracing MiTek' If Elways recurred for stabity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, tlelNery erection and bracing of trusses and buss systems, seeANSI/IPII CuaiSSyy Cdbrin, DSB49 and SCSI Building Component 6994 Parka East Bled. Safety Nfonnationovolloble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Ory Ply Tlsgozalz 2194777-GROZA �Trsrss Al �Trusf;Typle Hip Girder ' 2 ' 1 / Job Reference (optional) Builders First Source, Plant City, FL- 32566, b24u s uec b eula Ml lex mausmes, mc. Sat uec eo uumuz eula raged ID:7RrVDIkAuFgVuVYAL75snbmON2-honETBIFtcGHwHiH3VRgoXok15oUBFwmL?SH4xy4T0? LOAD CASE(S) Standard 14) Dead +0.6 MW FRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36, 2-7=47, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=27, 2-20=-10, 12-19- 10 Horz: 1-2=-44, 2-7=-56, 8-12-35 - Concentrated Loads (lb) Vert: 22=166(F) 23=166(F) 15) Dead +0.6 MWFRS Wind,(Pos. Internal) 4th Parallel: Lumber Increase=l.8q Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-7=27, 7-22=27, 22-23=50(F=23), 8-23=27, 8-12=47, 2-20=-10, 12-19i Harz: 1-2=-24, 2-7=35, 8-12=56 Concentrated Loads (Ib) Vert: 22=166(F) 23=166(F) 16) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=14, 2-7=3, 7-22=-18, 22-23=-215(F=-197), 8-23=18, 8-12=-18, 2-20=-20, 12-19=-20 Horz: 1-2=-44, 2-7=33, 8-12=12 Concentrated Loads (lb) Vert: 22=-273(F) 23=-273(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=-6, 2-7=-18, 7-22=-18, 22-23=-215(F=-197), 8-23=18, 8-12=3, 2-20=-20, 12-19=-20 Harz: 1.2= 24, 2-7=-12, 8-12=33 Concentrated Loads (lb) Vert: 22=-273(F)23_ 273(F) 18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increasesi Uniform Loads (pIQ Vert: 1-7=-30,7-22=-30,22-23=-201(F=-171),8-23=-30,8-12=-30,2-20=-20, 19-26=-20, 15-26=-60, 15-27=-20,27-28=-60, 12-28=20 Concentrated Loads (lb) Vert: 22=-222(F) 23=-222(F) 19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage+0.75(0.6 MWFRS Wind (Neg. III Lett): Lumber Inerease=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-38, 2-7=47, 7-22=-35, 22-23=-292(F=-257), B-23=-35,8-12=-46, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20 Horz: 1-2=-22, 2-7=-13, 8.12=14 Concentrated Loads (fir) Vert: 22=-394(F) 23=-394(F) 20) Dead +0.75 Roof Live (bat.) +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=38,2-7=-46,7-22=-35, 22-23=-291 8-23=-35,8-12=-47, 2-20=.20, 19-26=-20, 15-26- 50, 15-27=-20,27-28=-50, 12-28=-20 Horz: 1-2=-22,2-7=-14,6-12=13 Concentrated Loads (Ib) Vert: 22= 394(F) 23=-391 21) Dead +0.75 Roof Live (bat.)+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=-27, 2-7=-35,7-22=-51, 22-23=-308(F= 257), 8-23=-51, 8-12- 51, 2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20,27-28=-50, 12-28=-20 Horz: 1-2=-33, 2-7=-25, 8-12=9 Concentrated Loads (Ib) Vert: 22=-394(F)23=-394(F) 22) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. III 2nd Parallel): Lumber Increase=1.60, Plate Inerease=1,60 . Uniform Loads (pi Vert: 1-2=42, 2-7=-51, 7-22=-51, 22-23=-308(F=-257), 8-23= 51, 8-12=-35, 2-20= 20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20 Horz: 1-2=-18, 2-7=-9, 8-12=25 Concentrated Loads (Ib) Vert: 22=-394(F)23=-394(F) 23) tat Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=-70, 7-22=-70, 22-23=-330(F=260), 8-23= 70, 8-12= 30, 2-20=-20, 12-19=-20 Concentrated Loads (Ib) Vert: 22=400(F)23=-400(F) 24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-30, 7-22=-70, 22-23= 330(F=-260),8-23=-70, 8-12=-70, 2-20=-20, 12-19=-20 Concentrated Loads (Ib) Vert: 22=400(F) 23=-400(F) 25) 3rd Dead +0,75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Inerease=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=50, 7-22=50, 22-23=-298(F=-238), 8-23=-60, 8-12=-30, 2-20=-20, 19-26=-20, 15-26=50, 15-27=-20, 27-28=-50, 12-28=-20 Concentrated Loads (Ib) Vert: 22=-356(F) 23=-356(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: 1-7=-30,7-22=-60, 22-23=-298(F=-238), 8-23=-60, 8-12=-60,2-20=-20, 19-26=-20, 15-26=-50, 15-27=-20, 27-28=-50, 12-28=-20 O WARNING- Verity Resign Perameten and HEAD NOTES ON TNLSAND INCLUDED M/TEKREFERANCEPAGEM474"mre. 1aM1Q015BEF0HE USE Design valid for use only with MITekS connectors, This design Is based only upon parameters shown, and Is for an individual building component, not a toss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Seeing Indicated is to buckling of individual Miss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always reauRed for stability and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding the fobrlcallon, storage. delivery, erection and bracing of trusses and fruss systems, seeANSVRII QuolRY CM�M. DSIdV and BCSI lultlhp Component fi904 Parise East Blvd. Safely Infornationovallable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alesantlrla, VA 22 14, Tampa, FL 33610 P Jab Truss Thus Type OtY Ply T19002412 2194777-GROZA Al Hip Girder � 2 r 1 1. Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 09:59:58 2019 Page 4 ID:7RrVDIkAuFgVuVYAL75snbmON2-honETBtFtcGHwHiH3VRgoXokl5oU8Fw L7SH4ry4TO7 LOAD CASES) Standard Concentrated Loads (lb) Vert: 22=-356(F) 23=-356(F) AWARNING-Vedtydn9apeeamefinedREADNOrESONMISANDINCLUDEDM/FEKREFERANCEPAGEMX74Y4rev.RM4/f BEFORE USE. Design valid for use only with M6ek® connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not a full 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 bul of Individual tress; web and/or chord members Only. Mail temporary and permanent bracing 4Elways required for stability and to prevent collapse with parable personal Injury and properly damage. For general guidance regarding the fabdcal storage, delivery, erection and bracing of trusses and bum systems, seeANSM11 OuallIryry CRbdo, OSS-09 and SCSI Building Component Safety Nformatbfpvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Al VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Ply T19002413 2194777-GROZA A2 Hip Girder 2t�.n Job Reference (optional) oullaers halt source, I'lant Ulty, I-L-a2bbb, 0.zvu s uec o zu ro an r ux nmusnres, n u. aer uec co rv:vy:ao rum rege l Scale = 1:98.0 6A = Eric 12 Sx6 = 6x8 = 7 23 24 8 25 9 26 4x6 4x5 G 4x/0 MT20HS 0 4,13 i 6 27 22 11 20 O 5x12 i 5 12 q a 28 d 3x6 3 3 rm 19 d 1 2 18 17 16 ST1.5x8 STP = ]q q q 4x8= 29 30 15 74 a b 8x10 = 7x10 = 5xB = 502 J ST1.5xB STP = 21 20 7x10 = 46 = 46 = 2x4 11 ST1.Sx8 STP = 7,10 = 46-111.9 I28-A8.-10d 9 ]6A1.-R1 I ]d.A 3A2.14n-.0 R, 0840 0. Plate Offsets(xh— [5:03-OEdael [B:0-3-003-8] [13:0-1-6Edae] [77:0-5-00-0-81 [20:0.5-00-4-121 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 VBrt(LL) -0.23 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Veff(GT) -0.5614-16 >895 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WE 0.98 Horz(CT) 0.14 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.3814-16 >999 240 Weight: 352 lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-5: 2x4 SP No.t BOT CHORD 2x6 SP No.2 •Except- . 13-15: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 4-18: 2x4 SP No.2 REACTIONS. (lb/size) 2=385/0-8-0, 20=3455/0-8-0, 13=2752/0-6-8 Max Horz 2=286(LC 12) Max Uplift 2=-153(LC 8), 20=-1083(LC 12), 13=-830(LC 13) Max Gray 2=396(LC 23). 20=3455(LC 1), 13=2752(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-9-2 oc bracing. WEBS 1 Row at midpt 4-18, 6-17, 8-16, 10-16 FORCES. (lb) - Max. CompJMax. Ten. -AII fames 250 (lb) or less except when shown. TOP CHORD 23= 329/214, 3-4_ 165/358, 4-6=-4458/2733, 6-7=-4816/3016, 7-8=-4388/2914, 8-9=-4707/3094,9-10_ 5150/3236,10-12=-6199/3742,12-13=-6623/3939 BOT CHORD 19-20=-3217/1923, 4-19=3105/1928, 17-18=-2356/4038, 16-17=-2711/5029, 14-16=-3084/5339,13-14=-3558/6065 WEBS 3-20=-481/353,4-18=-2548/4346, 6-18=381/684, 6-17=-131/602, 7-17=-624/1141, 8-17=1462/869, 8-16— 868/479, 9-16=-739/1327, 10-16=-870/759, 10-14=-319/655, 12-14=-546/564 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=15N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 23-3-0, Exterior(2) 23-3-0 to 31-8-13, Interior(1) 31-8-13 to 32-1-0, Exter r(2) 32-1-0 to 40-6-13, Inter 40-6-13 to 50-74 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) Provide adequate drainage to prevent water ponding. 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= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2, 1083 lb uplift at joint 20 and 830 lb uplift at joint 13. 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 hasthave been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 lb down and 311 lb up at 25-5-0, and 400lb down and 311 lb up at 29-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Alban! PE No.39300 MTek USA, Inc. FL Craft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -Verftytleslgn,am tars antl READNOTES ON THISAND INCLUDED MREarREFERANCEPAGEMIF Mrev. 1AV0,2015BEFORE USE. Design vclld for use only with Meek® connectors. Ins design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the cpplicablllly of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web cnd/or chord members only. Additional temporary and permanent bracing ablwoys required for slabllity and to prevent collapse wim possible personal Injury and property damage. For general guldonce regarding the M!Tek' fobrka6on; storage. delivery, erection and bracing of trusses and truss systems, MANS WPII Cuollh Criteria, D56-09 amid ICSI Building Component Wn4 Parke East BNd. Safe mfarmalbrnvailoble from Truss Plate InstiMe. 218 N. Lee Sheet, Suite 312, Alexantlrla. VA 22 14. Tampa, FL 33610 Job Truss Thus Type City Ply T79002413 2194777-GROZA A2 Hip Girder 2 ' 1 1 Job Reference o banal Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:08 2019 Page 2 ID:7RrVDIkAuFgVuVYAL75snbmON2-OIOOZc7WXgWt7gTCfbcACeDSh7AJUnKFeZtpPMy4TPr LOAD CASE(S) Standard 1) Deal)+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=-70, 7-24=-70, 24-25=-330(F=-260), 9-25=-70, 9-13=-70, 2-20=-20, 13-19= 20 Concentrated Loads (lb) Vert: 24=-400(F) 25=-400(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: 1-7=-60, 7-24=-60, 24-25=-298(F=-238), 9-25=-60, 9-13=-60, 2-20=-20, 19-29=-20, 29-30_ 50, 1330=-20 Concentrated Loads (lb) Vert: 24=356(F) 25=-356(F) 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=-30, 7-24=-30, 24-25=-246(F=-216), 9-25=-30, 9-13=-30, 2-20=-40, 13-19=-40 Concentrated Loads (lb) Vert: 24=-311(F) 25= 311(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, 3-7=54, 7-24=74, 24-25=169(F=96), 25-26=74, 9-26=61, 9-27=80, 13-27=54, 2-20=-10, 13-19=-10 Horz: 1-2=-141, 2-3=-88, 3-7=-63, 9-27=88, 13-27=63 Drag: 7-8=-0, 8-26=0, 9-26=0 Concentrated . Loads (III) Vert: 24=311(F) 25=311(F) 5) Dead +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, 7-22=80, 7-23=61, 23-24=74, 24-25=169(F=96), 9-25=74, 9-28=54, 13-28=80, 2-20=-10, 13-19=-10 Horn 1-2=-51, 2-22=-63, 7-22=88, 9-28=63, 13-28=88 Drag: 7-23=-0, 8-23=-0, 8-9=0 Concentrated Loads (lb) Vert: 24=311(F) 25=311(F) 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) - Vert: 1-2=-11, 2-7=-61, 7-24=-54, 24-25=-294(F=-239), 9-25=-54, 9-13=-61, 2-21 13-19=-20 Hom 1-2=-19, 2-7=31, 9-13=-31 Dmg: 7-8=0, 8-9=-O Concentrated Loads (III) Vert: 24=-359(F) 25=-359(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=-49, 2-7=-61, 7-24=-54, 24-25=-294(F=-239), 9-25=-54, 9-13=-61, 2-20=-20, 13-19=-20 Horn 1-2=19, 2-7=31, 9-13=-31 Drag: 7-8=0, 8-9=-0 Concentrated Loads (lb) Vert: 24=-359(F) 25=-359(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=59, 2-7=32, 7-24=47, 24-25=70(F=23),9-25=47, 9-13=33, 2-20=-10, 13-19=-10 Horz: 1-2- 67, 2-7=-41, 9-13=41 Drag: 7-8=-0, 8-9=0 Concentrated Loads (II Vert: 24=166(F) 25=166(F) 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=22,2-7=33,7-24=47,24-25=70(F=23), 9-25=47,9-13=32,2-20= 10, 13-19=-10 Harz: 1-2- 30, 2-7=-01, 9-13=41 Drag: 7-8=-0, 8-9=0 Concentrated Loads (lb) Vert: 24=166(F) 25=166(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber.Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ. Vert: 1-2=-1, 2-7=-12, 7-24=3, 24-25=-194(F=-197), 9-25=3, 9-13=-12, 2-20=-20, 13-19=-20 Horz: 1-2=-29, 2-7=-18, 9-13=18 Drag: 7-8=-0, 8-9=0 Concentrated Loads Qb) Vert: 24=-273(F) 25=-273(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=-0, 2-7=-12, 7-24=3, 24-25=-194(F=-197), 9-25=3, 9-13=-12, 2-20=-20, 13-19=-20 Hoa: 1-2=-30, 2-7=-18, 9-13=18 Drag: 7-8=-0, 8-9=0 Concentrated Loads (Ib) Vert: 24=-273(F) 25=-273(F) 12) Dead +0.6 MW FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 O WARNING- Verify desfgnimminfera and READ NOTES ON THISANU INCLUDED NGEKREFERANCEPAGEMX7473 rev. 1003,2015BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicate! U buckling Individual to prevent of hum web and/or chord members only. Additional temporary and permanent brocing Is 171ways required for stoically and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of hussas and truss systems, meANSVTPll Qui Cmeb, DS549 and ICSI EuSdhia Component 69" Parke East Blvd. Safety Informatbroval[able ham True Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Ply T79002413 2194777-GROZA A2 �Trullsrrype Hip Girder r ' Vy 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Uec 6 2019 M11elfIndusines, Inc. Sat Uec 2B 10:00:082U19 Page 3 ID:?RrVDIkAuFgVuVYAL75snbmON2-OjOOZc?W XgWt7gTCfbcACeDSh7AJUnKFeZtpPMy4TPr LOAD CASE(S) Standard Un4orm Loads (pIQ Vert: 1-2=36, 2-7=47, 7-24=27, 24-25=50(F=23), 9-25=27, 9-13=27, 2-20=-10, 13-19=-10 Horz: 1-2=-44, 2-7=-56, 9-13=35 Drag: 7-8=-0, 8-9=0 Concentrated Loads (Ib) Vert: 24=166(F) 25=166(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=15,2-7=27,7-24=27,24-25=50(F=23),9-25=27,9-13=47,2-20=-10, 13-19= 10 Horz: 1-2=-24, 2-7=-35, 9-13=56 Drag: 7-8=-0, 81 Concentrated Loads (Ib) Vert: 24=166(F) 25=166(F) 14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=36, 2-7=47, 7-24=27, 24-25=50(F=23), 9-25=27, 9-13=27, 2-20=-10, 13-19=-10 Harz: 1-2=-44, 2-7=-56, 9-13=35 Drag: 7-8=-0, a-9=0 Concentrated Loads (lb) Vert: 24=166(F) 25=166(F) 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-7=27, 724=27, 24-25=50(F=23), 9-25=27, 9-13=47, 2-201 13-19- 10 Horz: 1-2= 24, 2-7=35, 9-13=56 Drag: 7-8=-0, 8-9=0 Concentrated Loads (Ib) Vert: 24=166(F) 25=166(F) 16) Dead +0.6 MW FRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=14, 2-7=3, 7-24=-18, 24-25=-215(F=-197), 9-25=-18, 9-13=-18, 2-20=-20, 13-19=-20 Horz: 1-2=-44, 2-7=-33, 9-13=12 Drag: 7-8- 0, 8-9=0 Concentrated Loads (Ib) Vert: 24_--273(F) 25=-273(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=-6, 2-7=-18,7-24=-18, 24-25=-215(F=-197), 9-25=-18, 9-13=3, 2-20=-20, 13-19=-20 Horz: 1-2= 24, 2-7=-12, 9-13=33 Drag: 7-8=-0, 8-9=0 Concentrated Loads (lb) - Vert: 24= 273(F) 25= 273(F) 18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=-30, 7-24=30, 24-25=-201(F=-171), 91 9-13=-30, 2-20=-20, 19-29=-20, 29-30=-60, 13301 Concentrated Loads (Ib) Vert: 24=-222(F)25=-222(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=-38, 2-7=47, 7-24=-35, 24-25=-292(F--257), 9-25=-35, 9-13=46, 2-20=-20, 19-29=-20, 2930=-50, 13-30=-20 Horz: 1-2= 22, 2-7=-13, 9-13=14 Drag: 7-8=-0, 8-9=0 Concentrated Loads (Ib) Vert: 24=-394(F) 25= 394(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 (plf) Vert: 12=-38, 2-7= 46, 7-24=35, 24-25= 292(F= 257), 9-25- 35, 9-13=-47, 2-20- 20, 19-29= 20, 29-30- 50, 13-30=-20 Hom 1-2=-22, 2-7=-14, 9-13=13 Drag: 7-8---0, 8-9=0 Concentrated Loads (II Vert: 24=-394(F) 25=-394(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 (pIQ Vert: 1-2=-27, 2-7=35, 7-24=-51, 24-25=-308(F=-257), 9-25=-51, 9-13=-51, 2-20=-20, 19-29=-20, 29-30=-50, 13-30=-20 Harz: 1-2=-33, 2-7=-25, 9-13=9 Drag: 7-8=-0, 8-9=0 Concentrated Loads (Ib) Vert: 24=-394(F)25=-394(F) 22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. III 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Q WARNING- Verity tleWignparamefen end READ NOTES ON TN/SANDINCLUDED M/rEKHEFERANCEPAGEMX7MnW. iNA'V1015aEFOREUSE. Design valid for use only with Mmek® connectors. ibis design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must very the applicability of design parameters and properly Incorporate this design Into the overall buliding design. Bracing Indicated is to prevent buckling of lrWlvidual buss web and/or chord members only. Additional temporary and permanent bracing Is 811 required for sal and to prevent collapse whin Panel personal Injury and property damage. For general guidance regarding ire fabrication, storage, delivery- erection and bracing of trusses and truss systems seeANSUIPII QualBtlHy CtlhM, DSS-0D and SC51 Wltlhp Component Sahli N/prmaBDrrovoiloble from Truss Poole InsM1Me. 218 N. Lee Sheet. Suite 312, Ale>tontlrla. VA 42314. M!Tek' 69N Parke East Blvd. Tampa, FL W610 Job Truss Truss Type oly Ply T19002413 2194777-GR6ZA A2 Hip Girder 2 I 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:08 2019 Page 4 ID:?RrVDIkAuFgVuVVAL75snbmON2-OjOOZc? W Xg W t7gTCibcACeDSh7AJUnKFeZtpPMy4TPr LOAD CASE(S) Standard Ullorm Loads (pig, Vert: 1-2=-42, 2-7=-51,7-24=-51, 24-25=-308(F=-257), 9-25=-51, 9-13= 35, 2-20_ 20, 19-29= 20, 29-30- 50, 13-30= 20 Horz: 1-2=-18, 2-7=-9, 9-13-25 Drag: 7-8=-0, 8-9=0 Concentrated Loads (lb) Vert: 24=-394(F)25=-394(F) 23) 1st Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-7=-70, 7-24=-70, 24-25=-330(F=-260), 9-25=-70, 9-13=30, 2-20=-20, 13-19=-20 Concentrated Loads (lb) Vert: 24=-400(F)25= 400(F) 24) 2nd Dead+ Roof Live (unbalanced): Lumberincrease=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-7=-30, 7-24=-70,24-25=-330(F=-260), 9-25=-70, 9-13=-70, 2-20=-20, 13-19=-20 Concentrated Loads (lb) Vert: 24=-400(F) 25=-400(F) 25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-60, 7-24=-60, 24-25=-298(F= 238), 9-25=-60, 9-13=-30, 2-201 19-29=-2q 29-30= 50, 1330= 20 Concentrated Loads (Ib) Vert: 24=356(F) 25=-356(F) 26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-7=-30, 7-24=-60, 24-25=-298(F=-238), 9-25=-60, 9-13=-60, 2-20=-20, 19-29=-20, 2930=-50, 13-30=-20 Concentrated Loads (Ib) Vert: 24=356(F) 25=-356(F) Q WARNING-Vedlyde gapammefemand READNOIESONMMMDPICLUDEDMREKREFERANCEPAGEMIP74M.re.. faw:IonSBEFOREUSE Design volld for use only with Mllel connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is bill 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 husses and truss sysleri seeAN$VrPll CepItlyCr6nb, O$$-09 and lD51 flu$dhlp Component 6904 Palle East Blvd.Sa/Ny hlermatbrwallable ham truss Rate ImMute, 218 N. Lea street, Suite 312, Alevantl4o. VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply ' T79002414 2194777-GROZA A3 Hip r 1 r 1 r Job Reference (optional) eunpars this, oaurce, rmm wry, ri-- 04000, 5.00 12 Axe i 4x5 i 6 22 5x8 i 5 4 3x6 i 3 2 9 4 3x6 = 18 d 5x12 = ST1.5x8 STP = 21 20 4.6 = 2x4 11 ST1.5xB STP = 7x10 = s wed o eu I inn ex mousmes, mc. aa, uec zo Iu:uu:w Au,u rage, '5snbmON2-K6Wm_I1 m2ImaM7d=OfeH3lgOwuFygkx6sMwUFy4TPp 6.8 = 2x4 II BID = 7 23 8 24 9 17, 2716 15 28 14 13 4x6 = 49 = 5xB = 4x6.= 5x6 = Scale=1:98.0 7x1O 2526 1 xoS 12 ST1.5x8 STP = b N 2x4 II 5x0 C 111 LOADING (PSI) SPACING- 2-0-0 CSI. TEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TO 0.67 Ve 1(LL) -0.18 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.83 Vert(CT) -0.36 12-14 >999 240 BCLL 0.0 ' Rep Stress Inc, YES WB 0.99 Horz(CT) 0.10 11 n1a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.2112-14 >999 240 Weight: 348 to FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puffins. 1-5: 2x4 SP No2 EDT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. BOT CHORD 2x6 SP No2 WEBS 1 Row at midpt 4-18, 10-14 WEBS 2x4 SPNo.3 REACTIONS. (Its/size) 2=392/0-8-0, 20=2366/0-8-0, 11=1864/0-6-8 Max Horz 2=269(LC 12) Max Uplift 2=-151(LC 8), 20=-811(LC 12), 11=-613(LC 13) Max Gray 2=405(LC 23), 20=2366(LC 1), 11=1864(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 350/217, 3-4=-148/320, 4-6=-2499/1684, 6-7= 2664/1857, 7-8=-2840/2083, 8-9=-2840/2083,9-10=-3092/2094, 10-11=416212644 BOT CHORD 2-21=-181/256, 20-21=-161/256, 19-20=-2124/1363, 4-19=-2030/1362, 18-19=-255/192, 17-18=1401/2243,15-17=-1326/2378,14-15=-1539/2758,12-14=-2336/3756, 11-12=-2335/3759 WEBS 3-20=-485/360; 4-18=-1636/2593, 6-18=-619/545,6-17=AM22, 7-15=-5091784, 8-15= 486/478,9-15=-172/318,9-14=-303/640,10-14=-1111/882,10-12=0/362 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; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-2. Intedor(1) 4-11-2 to 21-3-0, Exterior(2) 21-3-0 to 29-8-13, Interior(1) 29-8-13 to 34-1-0, Extedor(2) 34-1-0 to 42-6-13, Interior(l) 42-6-13 to 50.7-4 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10Apsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 2, 811 lb uplift at joint 20 and 613 to uplift at joint 11. Thomas A. Alban! PE No.39389 NTek USA, Inc. FL Cart 869 6984 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 O WARNING -Verity dedgn Pa.Nn; and READ NOTES ON TN/S AND INCLUDED M/TEK REFERANCE PAGE MIP74M rev. ldMYf016 BEFORE USE Design volld for use only with MRek® connectors, Th6 design Is based only upon parameters shown, and Is for an Individual building component, not ��- a muss system, Before use, Me building designer must verify the appllcablllfy 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 hord members only., Additional temporary and permanent bracing MiTek- Is 5lways required for stability and to prevent collapse with posslble personal Injury and property dayymage. For general guidance regarding me fabrication.DSlld9 and 8C91 Bu3dhp Component of 8 N erection and ute. s end mug sut lobie µar�a. East W mbrmalbmvoue. 312. AIeM from Truss mote lInstit, 21We street. VA 212314Sa� Tampa, FLe 33610 Job Truss Truss Type Oly Ply Tl9002415 2194777-GROZA A4 Roof Special r 1 r 1 r Job Reference (optional) builders Ylrs15ource, 1'lam Ully, I L- 3Gbbb, 5.00 12 1 7 6 5xa i 5 3.6 4 4 3 c 2 3 K 3x6 = 22 Sx12 = ST1.5x8 STP= 25 24 2x4 II ST1.5n8STP= 7xIO = 6.24U S UBC U ZU19 MI I eK :7RrVDIkAuFgVuVYAL75snbmON2-ol49Be 33-7-B 3410.12 5-11-8 el, 2x4 11 BI = 8 9 10 21 20 27 19 2B 18 17 16 axis = 5x6 = Inc. Sat Uec261U:uuni2019 Fa061 Scale = 1:100.0 6x8 = 6x8 = 11 6z10 C 13 m 14 1N o 15 6xB 11 I¢ ST1.5x13 STP LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.16 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BIG 0.84 Ven(CT)-0.3616-18 >999 240 BCLL 0.0 ' Rep Stress lncr YES We 1.00 Hor;I 0.10 14 rda I BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.2016-18 >999 240 Weight: 368 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 34-0 oc puffins. 1-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-11 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at r idpt 4-22. 9-19, 10-18 WEBS 2x4 SPNo.3 SLIDER Right 2x6 SP No.2 1-6-5 REACTIONS. (Ib(size) 14=1876/0-6-8, 2=392/0-8-0, 24=2378/0-8-0 Max Hom 2=273(LC 12) Max Uplift 14=-624(LC 13), 2=-151(LC 8), 24=-822(LC 12) Max Gray 14=1876(LC 1), 2=405(LC 23), 24=2370(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. - TOP CHORD 2-3=J51/242, 3-4— 154/322, 4-6=-2525/1586, 6-7=-2680/1767, 7-8=-2709/1984, B-9=-2789/1984, 9-10=-3D46/2027, 10-11=-3893/2446,11-12=-2689/1677, 12-14=-3049/1814 BOT CHORD 2-25= 1B1/257, 24-25= 181/257, 23-24=-2137/1281, 4-23=-2044/1281, 22-23=-269/194, 21-22=-1308/2269,19-21=-1254/2385,10-19=-1423/2738,16-18= 2030/3549, 15-16=-2568/4321, 14-15=-1453/2564 WEBS 3-24=-486/360, 4-22=1547/2628,.6-22=-620/522, 6-21=-5/306, 7-19=-441837, 9-19=-446/413, 9-19=-115/278, 9-18=-367/685, 10-18=-999/745, 10-16=99/480, 11-16=-802/610,11-15=-2255/1447,12-15=-822/1516 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.Ops1; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 21-8-8, Exterior(2) 21-8-8 to 27-8-0, Intedor(1) 27-8-0 to 33-7-8, Extedor(2) 33-7-8 to 39-10-12, Interior(1) 39-10-12 to 48-2-0. Exterior(2) 48-2-0to 50-10-8 acne; cantilever left and right exposed ;C-C for members and forces 8 MI for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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 20.0psf 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, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 14, 151 lb uplift at joint 2 and 822 lb uplift at joint 24. Thomas A Albanl PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 , WARNING -Verily design paramefera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 1067473 rev. 11141312015 BEFORE USE. Design valid for use only with MRekO connectors. IDI5 design Is based only upon parameters shown, and Is for an Individual burding component, not �- a hum system.. Before use, the building designer must verify the applicablllfy, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated S to prevent buckling of lndlvdual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for storallty 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 loos systems, seeANSVIPII 4 uaN Cril lb, D3549 and IIC511uill Component 69M Parke East Blvd. Safeh Nlonnatbrgvoilobla ham Truss Nate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T79002416 2194777-GROZA A5 Roof Special r i 1 e Job Reference (optional) bulmers hlmt Source, Ylanl Glty, hL - 32bbb, S24u a use b 2ula MI I ex Industries, Inc. bat uec zS lu:uu:lz Zulu Yage l I0:7RrVDIkAuFgVuVVAL75snbmON2-GVdXP_21av11cRmzuRh6NUNA1 kbb0aCgZArOY7y4TPn 4-10.0 20.8-88 7&0 34I .D p7--0.20q 50.10-8&5.10-0 5-I 6.-1-8 8-7 5-8-8 582-O 441112 I400.14 10 4 Scale = 1:100.0 5.00 12 6x8 = 2x4 11 &B = 7 26 B 27 9 6 10 6xB - 6x0 = 5.8 G 5 Z' 11 344 4 1314 1 3 1 2 3 22 21 19 10 16 15 ST1.5x8STP= IN 3.6 = 20 20 29 17 5x12 = Site= Sx6= 7x10 II ST1.Sx86TP= 25 24 20 11 ST1.5x8 STP= 7x10 = -0 20BB-09-4 410 27 0-6-80 452--7--02.0 I3-81404-15 1 1-8T1112 6-118 I 50 I 480 2 &0.8.8 Plate Offsets (X,Y)- [5:0-3-0,Edge], U:0-54,0-3-01. f9:0-54,03-01, f14:0-6-13,0-1-71, f22:0-3-8,0-2-81, f24:0.5-0,04-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Veri(LL) -0.16 18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ven(CT) -0.3618-19 >999 240 SCLL 0.0 ' Rep Stress Incr YES We 0.99 Horz(CT) 0.10 14 n/a We BCDL 10.0 Code FBC2017/TPI2014. Matrix-SH Wind(LL) 0.20 18 >999 240 Weight: 3651b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or3-1-11 cc pur ins. 1-5:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-7-15 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-22 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-0-13 REACTIONS. (lb/size) 14=1876/0-6-8, 2=391/0-8-0, 24=2379/0-B-0 Max Ham 2=264(LC 12) Max Uplift 14=-613(LC 13), 2=-150(LC 8), 24=-804(LC 12) Max Gray 14=1876(LC 1). 2=403(LC 23), 24=2379(LC 1) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3- 345/247, 34=-142/320, 4-6= 2507/1593, 6-7= 2694/1793, 7-8=-2984/2091, 8-9=-2984/2091,9-10=-3166/2099,10-11=-3925/2510, 11-12=-2884/1874, 12-14=-3266/2008 BOT CHORD 2-25=-180/252, 24-25=-180/252, 23-24- 2139/1288, 4-23=-2042/1289, 22-23=-253/187, 21-22=-1297/2248,19-21=-1279/2413,18-19=-1506/2860,16-18=-2078/3596, 15-16=-2467/4134,14-15=-1627/2787 WEBS 3-24= 485/358, 4-22=1527/2596, 6-22- 631/512, 6-21=-50/354, 7-19=-532/888, e-19=-538/496, 9-19=-159/366, 9-18=-343/660, 10-18=-909/702, 10-16=-146/452, 11-16=-594/480, 11-15_ 1933/1215, 12-15=802/1457 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=15ff; Cat. 11; Exp C; Encl., GCpi=0.1$ MWFRS (envelope) and C-C Extedor(2)-1-0-11. to 4-11-2, Interior(1) 4-11-2 to 20-8-8, Exterior(2) 20-8-8 to 26-8-8, Interior(1) 26-86 to 34-7-8. Extedor(2) 34-7-8 to 40-6-0, Interior(1) 406-0 to 47-2-0. Exts dor(2) 47-2-0 to 50-10-8 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) All plates are 06 MT20 unless otherwise indicated. 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 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 bashing plate capable of withstanding 613 Ib uplift at joint 14, 150 Ib uplift at joint 2 and 804 Ib uplift at joint 24. Thomas A Albani PE No.39380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610. Data: December 28,2019 QWARNING- Verily desfgn parzmef. end RlJIO NOTES ON IN/SANOMCLUOEO MmESKREFERANCEPAGEM/1-7473rev. 10103 15 BEFORE USE. Design valid for use only with Mnelt® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the appllcobllity of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is blways 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 hums and truss systems. seeANSVrplf QuaR CMeda, DS349 and SCSI Building Component Safety Infotmationovailoble from Truss Rote Institute, 218 N. Lee Sheet, Suite 312. Alexandra VA22ty14. ��- M!Tek' 69M Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty Ply T79002417 2194777-GROZA A6 Roof Special ' 1 1 r Job Reference (optional) ou,mn,b rub, Jwmn, ram Illy, rL-JCJ. o, o.z4U s uec m m l U mu eK mouslnes, mc. Dal uec ea l U:UU: 14 zula Scale =1:98.0 fix6 - 700 6x8 = 7 24 6 25 9 26. fine = 6 6x8 5.00 FIT 23 10 5x8 i 5 q 3x6 G 1213 3 0 1 2 IQ 19 1B 27 17 16 28 15 14 ST1.5x8 Si d 502 = 5.6 = 7x10 = 7x1D II STIZI STP= 22 21 2x4 11 ST1.5x9 STP = 7x10 = 4-17-2 B 8-0 9-p;0 14-10.0 18-8.6 27-8-0 3fi-7-8 43.20 PS-2-01 50-10-6 1 1 1 1 ( 1 4-11-2 3&14 0. -0 510.0 3-10-8 8-11-8 &11-8 6-SB 2 e SS6 Plate Offsets(X,Y)-- 15:0-3-0,Edgel (7:0-5-4,0-3-0] [8:0-5-0,"-8119:0.5-40-3-0][13:0-6-130-1-71 [15:0-5-0Off-81119:0-3-80-2-81121:0.5-00-4-121 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) -0.18 15-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.41 15-16 >999 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.98 Horz(CT) 0.10 13 Na file BCDL 10.0 Code FBC2017/rP12014 Mahal Wind(LL) 0.2315-16 >999 240 Weight: 3541b FT=20% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or 3-1-13 oc puffins. 1-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing. BOT CHORD 2x6 SP ND.2 WEBS 1 Row at midpt 4-19.7-16 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 3-1-13 REACTIONS. (lb/size) 13=1874/0-6-8, 2=383/0-8-0, 21=238810-8-0 Max Horz 2=247(LC 12) Max Uplift 13=-610(LC 9), 2=-147(LC 8). 21= 771(LC 9) Max Grav 13=1874(LC 1), 2=393(LC 23), 21=2388(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=,322/258, 3-4=-125/327, 4-6=-2469/1615, 6-7=-2693/1832, 7-8=-3458/2381, 8-9=-3458/2381,9-10=-3434/2269,10-11=-3066/2119,11-13=-3478/2225 BOT CHORD 20-21=-2149/1317, 4-20=2044/1318, 19-20=-273/198, 18-19=-1285/2207, 16-18---1316/2445,15-16=-1714/3125,14-15= 2416/3872,13-14=-1813/3000 WEBS 3-21=-085/357,4-19=-1509/2567, 6-19=-677/500, 6-18=-145/474, 7-16=-78B/1286, 8-16=-707/640, 9-16=-276/590, 9-15=-247/625, 10-15=-835/776, 11-14=-809/1385, 10-14=-1540/1076 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasdi 32ri TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRB (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Interior(1) 4-11-2 to 18-8-8, Exteror(2) 18-8.8 to 24-8-8, Interior(1) 24-8-8 to 36-7-8, Exterior(2) 36-7-8 to 42-7-8, Interior(1) 42-7-8 to 45-2-0, Exledor(2) 45-2-0 to 50-10-8 zone; cantilever left and Fight 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 4x6 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 610lb uplift at joint 13, 147lb uplift at joint 2 and 771 lb uplift at joint 21. Thomas A. Albani PE No.39380 MTek USA, Ina, FL Cart 8934 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -Ved/7des/gn peremeferaenC READ NOTES ON MIS AND MCLUDED MR£K REFERANCEPAGE 111LL7423 rev. fabli BEFORE USE Design valid for use only with Mne43, connectors. lhls design Is based only upon parameters shown, and Is for an IndMduol building component, not ��- a truss system. Before use, the building designer must verify the appllcabllBy of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is 61ways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me MiTek- fabrication. storage. delivery. erection and bracing of busses and truss systems, waANSUIPII CuoillSyy CMerla, Deli and ErSt Building Component Safety Infelmarolavoiloble from Truss Rate Institute. 218 N. Lee Street. Suite 312 69M Palle East Blvd. Tampa, FL Alexantlria VA 22314. 33610 Job Truss Truss Type Oty Ply T19002418 2194777-GROZA A7 Roof Special 1 1 Job Reference (optional) dunaers rlrst bource, ream Illy, rL- ;leabb, • 5.00 F12 5x6 = 5 24 6 602 MT20HSG 3x6 23 LZL 4 i 3 1 2 0 19 1a d 7xla = 7x10 = ST1.Sx8 STP= 22 21 2x4 II ST1.5x8 STP= 7x10 = o.ews Seca m,e rvnrenwuwweo, n.i e - - ruye, 7RrVDlkAuFgVuVYAL75snbmON2.h3Jf175vlgP1TvVYZZEp 77eFxepdy9HF84h9Sy4TPk 1 38-7-8 141.2.0 p3-2-q 50.10-8 7-5.7 2-fi-B 2.0.0 7-8-8 Scale = 1:1000 6x6 = 6x6 = 6x8 = 7 8 25 9 10 11 26 2 2713 17 16 15 14 5x6 = 4-11-2 8.8.0 &lg1.0 1E&8 23-10-7 31-2-1 38-7-8 43.2-0d-6-6 7- 5T10.8 d.11.9 { 9.Fdd M'4'.a 7.R.R ]dd5 ]]A-11 I ]-5-&B ST1.5xB STP = 7x10 II Plate Offsets(XY)-- [9:0-5-40-3-0] [10:0-4-00-3-41 [13:0-6-130-1-71 [18:0-5-00-4-81 [21.0-5-004-121 LOADING Uni SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.20 17-18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Verl -0.4717-18 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress that YES WB 0.91 Horz(CT) 0.11 13 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.27 17-18 >999 240 Weight: 349 lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* 4-5: 2x4 SP No.1, 1-4: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 4-2-13 REACTIONS. (lb/size) 13=1873/0-6-8, 2=375/0-8-0, 21=2398/0-8-0 Max Holz 2=231(LC 12) Max Uplift 13=-634(LC 9), 2=-141(LC 8), 21=-811(LC 9) Max Grav 13=1873(LC 1), 2=382(LC 23). 21=2398(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 4-19, 6-19, B-18 FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-3=-295/207, 3-4=-113/324, 4-5= 2648/1683, 5-6= 2327/1664, 6-8=-3676/2449, 8-9=-4021/2683,9-10=-3599/2387,10-11=-3075/2128,11-13=-35OB/2203 BOT CHORD 20-21=-2166/1359, 4-20=-2083/1395, 18-19=-2060/3676, 17-18=-2294/4021, 15-17= 1884/3342,14-15=-2098/3580,13-14=-1793/3032 WEBS 3-21=-480/352,4-19=-1216/2394,5-19=-199/570,9-15=-290/528, 10-15=-442J415, 10-14=-ll65/677,11-14= 550/1123,9-17=-491/946,6-19=-1699/1023,8-17= 377/352, 6-18=-93/467, 8-18=-459/282 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=0i MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-2, Intedor(1) 4-11-2 to 16-8-8, Extenor(2) 16-8-8 to 22-8-8, Interior(1) 22-8-8 to 38-7-8. Exterior(2) 38-7-8 to 41-2-0, Interior(1) 41-2-0 to 43-2-0, Exterdr(2) 43-2-0 to 49-2-0, Interior(1) 49-2-0 to 50-10-8 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) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6341b uplift at joint 13, 141 lb uplift at joint 2 and 811 It, uplift at joint 21. Thomas A. Alban] PE No.39380 MiTek USA, Inc, FL Cert 6634 9904 Parke East Blvd, Tampa FL 33610 Date: December 28,2019 ,&WARNING-Vedtydesi parameters and READ NOTES ON TNLSANU INCLUDED MREKREFERANCEPAGEM/F74]amV. IaVe,fPOrSREFORE USE. Design valid for use only with Mgeldy connectors, Phis design Is based only upon parameters shown, and Is for on Indlvlduol building component, not a truss system. Before use, the building designer must verify the oppllcoblllty, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lncMdual truss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stabnty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delNery, erection and bracing of frusses and truss systems seeANSUIPII Quality Cr6ub, DSS419 and SCSI Building Cnmponont Sidep In101matbrpvo0oble from Truss Poste Irsnill 218 N. Lee s teet. Suite 312. Alexandria. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type l]ly Ply T19002419 2194777-GROZA AS Hip f 1 x 1 x Job Reference (optional) Builders First Source, I'lant Day, 1-L- 325bb, 1524asuea-aealtlmuenlnausmes,lnc. dat UBaea,V:VVaoeuiu rage i 5.00 F12 54 = 5xa i 6 US 3x6 4 5 24 3 2 20 n 3x8 = o ]x10 = ST1.5x8 STP = 23 22 2x4 11 STI.5x8 STP = 7x10 = 7 25 a 9 26 10 19 18 17 16 4x10 MT20HS = 7x10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.26 17 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.6016-17 >842 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.11 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.36 16-17 >999 240 LUMBER- BRACING - Scale=1:98.0 BxB = 27 20 i 12 3 14 qqq 15 ST1.5xa STP= 7x10 II PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 340 Ito FT=20 TOP CHORD 2x6 SP N0.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc pudins. 4-6,1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. BOT CHORD 2x6'SP No.2 WEBS 1 Row at midpt 11-16, 7-20, 8-19 WEBS 2x4 SP No.3 *Except* 5-20: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 2-3-5 REACTIONS. (lb/size) 14=1859/0-6-8, 2=305/0-8-0, 22=2483/0-8-0 Max Hom 2=214(LC 12) Max Uplift 14=660(LC 8). 2=127(LC 12), 22= 881(LC 9) Max Grav 14=1859(LC 1), 2=31 O(LC 23), 22=2483(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-232/494, 5-6=-2283/1459, 6-7=-2015/1418, 7-8=-3940/2609, 8-10=-4722/3047, 10-11=-4460/2963,11-12=-3334/2191,12-14=-3293/2177 BOT CHORD 21-22=-2260/1494, 5-21=-2166/1490, 20-21=-643/403, 19-20=-2248/3940, 17-19=-2710/4722,16-17=-2626/4460,15-16=-1760/3067,14-15=-1760/2793 WEBS 3-22=-503/373,5-20=-1509/2755,6-2D=-188/5D3,12-15=-82/444, 11-16=-999/1676, 7-20=2274/1401, 10-16=699/565, 7-19=-220/644, 10-17=-174/369, 8-19=-930/567 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-CExterior(2) -1-0-11 to 4-11-2, Interior(i) 4-11-2 to 14-8-8, Extedor(2) 14-8-8 to 23-2-5. Interior(1) 23-2-5 to 42-7-8. Extedor(2) 42-7-8 to 50-10-8 zone; cantilever left and right exposed ;C-C for members and forces 8 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) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 14, 1271b uplift at joint 2 and 881 Ib uplift at joint 22. Thomas A Albert PE No.39380 MTak USA, Inc, FL Cort 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 28,2019 AWARNING- VerflytleblynparmafereanaREADNOTES ONTHMANDINCLUDEDMfTEKBEFEBANCEPAGEMIFT4Tarev.faMRefSBEFONEUSE. Design valid for use only with MRekS connectors. This design Is based only upon parameters shown, antl Is for an Individual building component not a truss system. Before use, the building designer must verify the appllcablllN 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.. Adtlitional temporary and permanent bracing Is always required for stability and to prevent collapse WM possible personal Injury and property damage. For general guidance regarding Me M!Tek' fabrication storage. delivery, erection and bracing of busses and buss systems. seeANSi/IPI1 Cuallh CMeM. DSB-89 and SCSI Building Component 69N Parke East Blvd. Mom Safety Infermavalloble from Toss Note Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22 1A. Tampa, FL 33610 Job Truss Truss Type (3ty Ply T19002420 2194777-GROZA A9 Hip 1 r 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, a.2qusuec UZUIV IIIexrnausare$Inc. aawecm ia:w:ra emn 6x8 = 2.4 11 7x10 = 6.8 = ST1.5x8 STP = 19 18 17 16 15 14 ST1.54 STP = 7x10 = 3.6 II Scale =1:92.5 13 12 11 ST1.5x8 STP = 3.6 II LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 1.25 TC 1.00 Vert(LL) -0.17 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.3914-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.05 11 h/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.24 15 >999 240 Weight: 341111 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,9-10: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. BOT CHORD 2x6 SP No.2 WEBS i Row at midpt 4-16.5-15, 9-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-120/0-8-0, 19=2980/0-8-0, 11=1774/0-6-8 Max Hom 2=225(LC 12) Max Uplift 2= 323(LC 24). 19=-1122(LC 9). 11=-654(LC 8) Max Grav 2=130(LC 9), 19=2980(LC 1). 11=1774(LC 1) FORCES. (lb) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 874/1416, 3-4=-543/408, 4-5=-2500/1674, 5-7=-3349/2172, 7-8=-3349/2172, 8-9=-3131/2119,9-10=-1976/1299, 10-11=1720/1202 BOT CHORD 2-19=12061/45, 18-19=-12061745, 16-18=204/468, 15-16=-1453/2498, 14-15=1915/3151, 12-14=-110211774 WEBS 3-19=-2708/1871,3-18126012214,4-18=-1473/967,4-161505/2444, 5-16=-1190/919, 5-15=-634/1023, 7-15=-532/454, 8-15=-131/269, 8-14=--774/614, 9-14=-958/1684, 9-12=649/563, 10-12=-1131/1878 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=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 12-8-8, Exterior(2) 12-8-8 to 21-2-5, Interior(1) 21-2-5 to 44-7-8. Extedor(2) 44-7-8 to 50-8-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 Ib uplift at joint 2, 1122 Ile uplift at joint 19 and 6541b uplift at joint 11. Thomas A. Albans PE No.39390 MTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610. Date: December 28,2019 Q WARNING - Verity design paramafarsand READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE hfi l rev. 104Xa2015 BEFORE USE Design valid for use only wish MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �'- a truss system. Before use, me bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into me overall bgilding design. Bidding Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication storage, delivery. erection and bracing of tosses and buss systems. seeANSUfPIi CuaMy Ci tedo, DSIII and BC51 Building Component 69N Parke Easr Blvd. Safety Informationovailobie from Truss Nate Institute. 218 N. Lee Street Sufle 312. Alexandria. VA 22314. Tempe, FL 33610 Job Thus Truss Type OtY Ply T19002421 2194777-GROZA A10 Hip 1 r 1 Job Reference (optional) tsumers I-im Source, From Uiy, FL-32bbU, 6.24V s Use 5 2VIU MI I eK InauMne5. Inc. Sai UeC 2S UU:bU:JU ZU19 Scale =1:92.5 5x6 = 5x6 = 5.00 F12 6x8 i 6x8 = 3 4 5 24 6 7 8 9 25 10 it ST1.5x8 STP = 21 20 19 18 17 16 15 14 13 ST1,5x8 STP = 7x10 = 7x10 = Si STP = 3x6 11 6x8 = 3.6 II 8-8-0 111-0-01 17-11-12 I Zl-,lR I 325-_ 1 I 39-44 1 41 -10 1 50-10-8 6-11-1P 7---1-A6-11-P d-6-A Plate Offsets (X,Y)-- [2:0-3-0,0-1-101, f11:0-4-0,0-2-21, [13:04-8,0-1-81. [15:0-5-0,0-4-81. [17:0-5-0,0-4-81, [20:0-2-0,0-3-01, f21:0-48,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too), I/deS Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.20 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.46 16-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.89 Horz(CT) 0.08 13 We rda BCDL 10.0 Code FBC2017/rP12014 Mardi Wind(LL) 0.28 16-17 >999 240 Weight: 346111 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except* TOP CHORD 1-4: 2x4 SP No.1, 11-12:2x4SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib(size) 2=-371/0-8-0, 21=3280/0-8-0, 13=1724/0-6-8 Max Horz 2=21 O(LC 12) Max Uplift 2=-577(LC 24), 21=-1282(LC 9), 13=-655(LC 8) Max Grav 2=242(LC 9), 21=3280(LC 1), 13=1726(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1230/2012, 34=-286/625, 4-5=-283/596, 5-7=-1903/1259, 7-8=-3294/2030, 8-10= 3702/2315,10-11=-3116/2048,11-12=-1647/1068,12-13=-1692/1138 BOT CHORD 2-21=-1761/1067, 20-21=-1761/1067, 18-20=-1103/1903, 17-18- 1874/3294, 16-17=-2159/3702,15-16=-1890/3115,14-15=-928/1502 WEBS 3-21=-2914/1945,3-20=-1243/2280,4-20=-428/246,5-20=-2950/1805,5-18=463/1040, 7-18=-1650/991,7-17=-110/484, 8-17=-488/339,8-16=-240/284, 10-16=-396/711, 10-15= 932/708, 11-15- 1150/1955,11-14=-823/640,12-14=-1047/1729 Structural wood sheathing directly applied or 3-7-12 oc pudins, except end verticals. Rigid ceiling directly applied or 5-0-1 oc bracing. 1 Row at midpt 7-18, 8-17, 11-15 2 Rows at 1/3 pis 5-20 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=15111; Cat. II; Exto C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 11-0-0, Extenor(2) 11-M to 19-5-13, Interiar(1) 19-5-13 to 464-0, Exterior(2) 464-0 to 50-8-12 zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577111 uplift at joint 2, 1282111 uplift at joint 21 and 655111 uplift at joint 13. Thomas A. Alban! PE No.39380 MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARNING -Vedyydcd19hPerametcrsendREADNOTES ONTHISANO/NCLUDEOMREKREFERANCEPAGEM674Mmy.14TSMOISBEFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicated Is 10 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 passible personal lnlury and property tlamage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and trusssystems, seeANSVIPII puoltly Criteria. D5149 and SCSI Building Component Safety mformailonci allable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandeo, VA 22M14. MTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type PlyT1900242221947T7-GROZA All Hip ["y 1 Job Reference (optional) Builders First Source, Plant l lly, FL- 32566, C.24a s vec a zul a mu eK mausmes, Inc. l u:uu:uI Lu Iv ex14 MT20HS i 5.00 12 3x4 II 5x8 = 'Sx6 = 6x8 = 3 4 527 6 7 8 9 1028 11 12 13 ST1.5xB STP = 5x6 i 25 24 ST1.5x8 STP= 7x10 = TOO = r�•i 18 17 16 15 14 7x10 - 5.8 = 7x10 = ST1.5x8 STP= 3.6 H Scale = 1:94.2 tt-0o 8A4) B 167-13 P2-311 2]-11.0 3184 - 41.7.1 1 5RV 884 d 5-]-13 57-03 54-13 68A5 s10.11 68As 2b - Plate Offsets (X,Y)-- [2:0-3-13,0-2-21, [3:0-11-8,0-3-0], [5:0-3-8,0-2-8],[12:0-4-0,0-2-21,114:0-4-0,0-1-e], [16:0-5-0,0-4-8], [17:0-2-8,0-2-0], [19:0-7-8,0-4-8], [23:0-4-8,0-3-8], 124:Edae0-3-81 r25:0-5-00-4-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) -0.29 19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.6619-20 >761 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.96 Horz(CT) 0.10 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(-L) 0.41 19-20 >999 240 Weight: 355 lb FT=20% LUMBER- BRACING - TOP CHORD 24 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP M 31, 12-13: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 4-24,8-18:2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 3-25: 2x6 SP ND.2, 17-19: 2x4 SP No.2 REACTIONS. (lb/size) 2=-972/0-e-0, 2S=4009/0-8-0, 14=1595/0-6-8 Max Hom 2=193(LC 12) Max Uplift 2=-1 l93(LC 24), 25=-1617(LC 9), 14=-629(LC 8) Max Gmv 2=493(LC 9), 25=4009(LC 1), 14=1597(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2118/3591,3-4=-1412/2485, 4-5=-1401/2468, 5-6=-755/529, 6-8= 3035/1806, 8-9=-4344/2597,9-11=-3841/2330,11-12=3005/1919,12-13=-1047/667, 13-14=-1600/1025 BOT CHORD 2-25=-3228/1899, 24-25=-507/260, 23-24=-280/182, 4-23=-300/220, 22-23=-447/755, 20-22=-1723/3035,19-20=-2549/4411,8-19=-73/379,17-18=-038/766,16-17=-1835/3003, 15-16=-613/992 WEBS 3-25=-2704/1769,23-25= 2703/1619,3-23=-653/1181,5-23=-3623/2133, 5-22=-626/1295, 6-22=-2591/1512,6-20=-376/832,8-20=-1555/952,17-19=-1821/3096, 9-19=-338/551, 9-17=-709/554, 11-17=-532/955, 11-16=-980/750, 12-16=-1398/2308, 12-15=-1039/762, 13-15=-909/1492 Structural wood sheathing directly applied or 3-3-4 oc puffins, except end verticals. Rigid ceiling directly applied or 3-5-7 oc bracing. 1 Row at midpl 5-23, 6-22, 8-20, 17-19, 12-16 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 48-4-0, Exterior(2) 48-4-0 to 50-8-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 46 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Thomas A. Albans PE No.39380 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 IrlTek USA, Inc. FL Cart 6634 will fit between the bottom chord and any other members. 6904 Parka East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1.1931b uplift at joint 2, 16171b uplift at Oats: joint 25 and 629 lb uplift at joint 14. 9) This truss has large uplift reaction(s).from gravity load case(s). Proper connection is required to secure truss against upward December 28,2019 J, WARNING -Verify design Peramefem end HEAD NOTES ON THIS AND INCLUDED MtlEK REFERANCE PAGE MIP74M rev. 1403R015 BEFORE USE. Design valid for use only with bl connectors. This design Is based only upon parameters shown, and Is for an IndNldual burdIng component, not a truss systtem. Before use, the bulldlna designer must verifv me aoollcablllN of Clarkin parameters and orcDerly Incorporate this dorlan Into the oven me nponent 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Pty T79002423 2194777-GROZA Al2 HALF HIP GIRDER ` 1 ' 3 Job Reference (optional) eunaers cast bource, ilea ury, 1-1--44abb, b.z4u s uec b Gm a Ml i ex mau9lnes. inc. bat uec zb T u:uu:u/ zu19 Scale = 1:94.2 NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 5xB = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5.00 12 7z10 4 NAILED NAILED 3x4 II SxB =NAILED 4x12 = 3x4 11 NAILED NAILED NAILED NAILED 5x8 3 428 5 29 30 631 32 7 8 33 34 35 9 36 3710 38 39 11 12 404142 43 1344 45 46 14 1b ST1.5x8 STP= 27 26 2F47 48 49 -- 5051 52 `- 5354 55 20 19 18 61 16 15 exit ST1.5xe STP= NAILED 5x6 = 7x10 = 5I 57 58 59 fi0 17 64 66 3x4 6x8 = NAILED NAILED NAILED NAILED ST1.5x8 STIR= Sol II 3x8 = NAILED NAILED NAILED 1002 = NAILED NAILED NAILED 3x6 11 8x12 = Bx10 = NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED 7-0-0 8.0 16-7-4 22-44 32-0.0 38-1-11 44-2-5 50.10.8 -cn.n r.4.nl ztr.a can 1 o-am Plate Offsets (X,10-- [2:04-0,0-3-141, [3:03-0,0-3A. [6:0-3-8,0-2-81, [19:0-4-0,0-241; [21:0-2-12,0-4-121. [22:0.5-0,0-4-81, [24:0-24,0-4-01, [25:0-3.8;0-1-101. [26:0-2-2,0-531 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.44 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.64 21 >780 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.80 Hom(CT) 0.07 15 Tiro Tire BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1110 lb FT=20% LUMBER- BRACING - TOP CHORD 24 SP No.2'ExcepV TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 "Except* BOT CHORD 2-25,9-20: 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 14-15,4-26,19-21: 2x8 SP 240OF 2.OE, 24-26: 2x6 SP No.2 REACTIONS. (lb/size) 15=3218/0-6-8, 2=-2880/0-8-0, 26=9037/0-8-0 Max Horz 2=178(LC 8) Max Uplift 15— 1466(LC 4), 2— 3086(LC 20), 26=4314(LC 5) Max Gray 15=3219(LC 20), 2=1470(LC 5), 26=9037(LC 1) FORCES. (lb) - Mass. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3912/8176, 3-4=4582/9664, 4-5=-3864/8224, 5-6= 3847/8208, 6-8=-1053/563, B-9— 11687/5500, 9-10=10765/5041, 10-12=9927/4603, 12-13=-9167/4214, 13-14=-5983/2736,14-15=3038/1494 BOT CHORD 2-27=-7491/3540, 26-27=-7494/3533, 25-26=-2886/1316, 24-25=-1044/538, 5-24=-729/496,23-24=563/1053,22-23=-376Of7901,21-22=-3780/7901, 9-21=-443/365, 19-20=-1496/3094, 18-19=4214/9167, 16-18=-2736/5983 WEBS 3-26=4406/2087, 4-26=-16241825, 24-26=-7042/3394, 4-24=-1043/2092, 19-21=-3156/6941,10-21=-510/973, 10-19=-1344/870,6-24— 9887/4715, 8-22= 32/581, 6-23= 1181/2874,8-23=-7338/3446,8-21=-1836/4045,14-16=2895/6330, 12-19=429/840,13-16=-2351/1366,12-18=-1186/823,13-18=-1633/3516 Structural wood sheathing directly applied or 6-0-0 oo pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 3-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 ad, 2x6 - 2 rows staggered at 0-9-0 oc, 2xB - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 ad, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Co. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (3) 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=4.2psi; 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) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise Indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1466 Ito uplift at joint 15, 3086 lb uplift at Thomas A Abaft PE No.39360 MTek USA, Inc, FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 QWABNLVG-Vedfy des/91parsthdarsandeEAO NOTES ON TK/SANGINCLUDED MREKREFERANCEPAGEM674TJ rev. IsIaYI015BEFORE USE Design valid for use only with MOels) connectors. This design Is based only upon parameters shown, and Is for an Indlvlduol building component, not a truss system. Before use, the building designer must verify the oppllcoblllty of design parameters and properly Incorporate this tleslgn Into Me overall bulltling design. Bracing Indicated is to prevent buckling of lntlNldwl truss web antl/or chord members only.. Midland temporary and permanent bracing Is Slways required for stability and to prevent collapse with possible personal Injury and proWdy, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, seeAN5171Pi1 Cu illy crania. Wall and 6CSI Building Component Safety Informational from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. �� MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79002423 2194777-GROZA Al2 HALF HIP GIRDER r 1 3 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:072019 Page 2 ID:?RrVDIkAuFgV uVYAL75snbmON2-wXgeMG_tln1NOOVgu?5u5stgRgGXjwRINt5OveGtwy4TPs NOTES- 10) This truss has large uplift reaction(s) from gravity load easels). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 11) "NAILED" indicates 3-1Od (0.148"163") or 3-12d (0.148"IC3.25")'toe-nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 326 lb up at 7-0-0 on top chard, and 364lb down and 141 lb up at 7-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-14=-70, 2-25=-20, 21-24=-20, 15-20=-20 Concentrated Loads (lb) Vert: 3=-204(F) 7=-117(F) 25=-86(F) 5=-117(F) 27=-364(F)28=-136(F) 29=-117(F)30=-117(F) 31=-117(F) 32=-117(F)33=-117(F) 34=-117(F) 35=-117(F) 36= 136(F) 37=-136(F) 38=-136(F) 39=-136(F) 40=-136(F)41— 136(F)42— 136(F) 43— 136(F)44=-136(F)45=-136(F)46=-136(F)47=-61(F)48=-86(F) 49=-86(F) 50=-86(F) 51=66(F) 52=-86(F) 53=-86(F) 54=-86(F) 55=-86(F) 56=61(F) 57=61(F) 58=61(F) 59=-61(F) 60=-61(F) 61= 61(F) 62= 61(F) 63=61(F) 64=-61(F) 65=61(F) 66=61(F) QWARNING- Verllydeslgn persaelere and READ NOTES ON TNISANDINCLUDED MarEKREFERANCEPAGEM 74TJrev. 14NYL6ISBEFOREUSE. Design valid for use only with MBek® connectors. Tills design Is based only upon parameters shown. and Is for an Indlviduol 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 byllding design. Bracing Indicated is to prevent buckling of individual Ines 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 fobricaflom storage, delivery. erection and bracing of trusses antl truss systems. seeANSVrPl1 Qua'M CMnk, OB619 and ICSI Building Component Parke East Blvd. Both Informolbspvoilable from Truss Note Institute. 218 N. Lee Sheet. Suite 312. AleaanO111 VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T790D2424 2194777-GROZA B1 Half Hip 1 1 1 Job Reference (optional) builders First Source, vim ldty. FL- 32hba, b Soo F12 a.L9a 5 Vtla a LV I .11 .. IIIUY]Irltli, 1114'. J rC90 i gVuVYAL75snbwON2.ZrYA1N8Ox3vJxW pJoPJ19zA1PZ1 FZmsAm2ulDy4TPg 46 = 3x4 = 3.6 = 7 8 23 9 3x4 = 2.4 II ST1.543 STP = 2.4 112x4 11 3.6 11 6x8 = Scale=1:67.8 LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC0.84 BC 0.52 WB 0.62 Matrix-SH DEFL. in (loc) 'deft L d Ven(LL) -0.08 15-17 >999 3160 Vert(CT) -0.1915-17 >999 240 Horz(CT) 0.05 10 n/a n/a Wind(LL) 0.06 17 >999 240 PLATES GRIP MT20 2441190 Weight: 216 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc puffins, BOT CHORD 2x4 SP No.2'Excei except end verticals. 4-20,14-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 2x4 SP No.3 WEBS i Row at midpt 9-10, 9-15 JOINTS 1 Brace at Jt(s): 13 REACTIONS. (Ib/size) 10=1144/0-3-8, 2=451/0-8-0, 20=1560/0-8-0 !Max Hom 2=468(LC 12) Max Uplift 10=-462(LC 9), 2=-59(LC 8), 20=-689(LC 12) Max Grav 10=1231(LC 2), 2=451(LC 1), 20=1560(LC 1) FORCES. Inc) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-465/0, 3-4=-467/223, 4-6- 14197757, 6-7=-1348/825, 7-8=-1180/840, 8-9=-1067/707,10-12=-1125/741, 9-12=-1073(749 BOT CHORD 2-21=311/388, 20-21=-311/388, 19-20=-1325/1026, 4-19=-1266/1046, 17-18=-980/1240, 15-17=-707/1067 WEBS 4-18=-997/1309,6-18=-300/361,3-20=-064/358,8-15=-7071652,9-15=-895/1351 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedar(2)-1-0-11 to 4-8-12, Intedor(1) 4-8-12 to 19-3-0, Extedor(2) 19-3-0 to 27-8-13, Interior(1) 27-8-13 to 34.44 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent waterponding. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent 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, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 10, 59 lb uplift at joint 2 and 689 lb uplift at joint 20. Thomas A Alban! PE No.39380 MTak USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 28,2019 AWAHNING- Verify tleslgaparsmelersendREADNOTES OnMISANDINCLUDEDUnEKREFERANCEPAGEW74T3rev.10AY40156EFOREUSE. Design valid for use only with We& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o fruits system Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall bylldIng design. Bracing Indicated is to buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Ma fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPIl QualitCrBnb, DSB-09 and EC31 Building Component69D4 Palle East Blvd. Sally fnformafbn�voilable from Truss Flute Institute, 218 N. Lee Sheaf, Suite 312-Alexond4o. VA 22114. Tampa, FL 33610 Job Truss Truss Type Only Ply T19002425 2194777-GROZA B2 Half Hip 1 1 Job Reference (optional) nunaers rirsl bounce, ream u1y, rL - J2aaa, a.eau s uec b zul u mi I en inausmes, Inc. am uec za I D:7RrVDIkAuFgVuVYAL75snbmON2-116Y4j82iM1 AZgNVM7q_"Sq 0 d Scale = 1:60.6 5x6 = 6.8 = 3x8 = 5.00 12 6 7 16 a STI.5x8 STP= - '- 11 10 '- 9 4x6 = 3.4 = 3x6 = 3x8 = 5x6 = 3x6 II LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014. CSI. TC 0.99 BC 1.00 WB 1.00 Matdx-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wlnd(LL) in (loc) I/dell Ud -0.1710-11 >999 360 -0.35 2-13 >999 240 0.09 9 1 1 0.18 11-13 >999 240 PLATES GRIP MT20 244/190 Weight: 1941b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 6-7,7-8:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-9, 7-10, 8-10 REACTIONS. (Ib/size) 9=152910-3-8, 2=1630/0-8-0 Max Horz 2--422(LC 12) Max Uplift 9=-607(LC 9), 2=-554(LC 12) Max Gmv 9=1556(LC 2), 2=111) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3147/1824, 3-5=-2855/1710, 5-6=-2031/1313, 6-7=-1809/1301, 7-8=-1418/966, 8-9=-1453/1083 BOT CHORD 2-13=-2118/2791, 11-13=-1810/2347, 10-11=-984/1439 WEBS 3-13=-308/372, 5-13=-188/503, 5-11=-720/675, 6-11=-82J398,7-11=-422/492, 7-10= 1022/916, 8-10=-1253/1842 NOTES- 1) Wind: ASCE 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 Extedor(2)-1-0-11 to 4-11-5, Intedar(1) 4-11-5 to 17-3-0, Exterior(2) 17-3-0 to 25-8-12, Intedor(1) 25-8-12 to 34-4-4 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 2) Provide adequate drainage to prevent water ponding. 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 of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6071b uplift at joint 9 and 554111 uplift at joint 2. Thomas A. Alban! PE No.3938D MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610. Date: December 28,2019 AWARNING - Verily desrgaperameferaen6READ NOTES ONMIS ANDINCLUDED MREKREFERANCEPAGE MIP74M.,1Wa3R01 BEFORE USE. Design void for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the cppllcobllity, of design parameters and papery Incorporate this design Into the overall byrding design, Bracing Indicated is to prevent buckling of lndrvidual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Inury, and property damage. For general guldi regarding me fabrication, storage, delivery, erection and bracing of misses and buss systems wellihati I Quality CmuW, DSB-69 and I1C$I Building Component 69M Parke Easl Blvd. Sabty mlomlatbnwailabie ham Truss Rafe Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79002426 2194777-GROZA B3 Half Hip 1 1 1 Job Reference o boreal builders hint source, hiam LAIy, hL- 32000, 0 d 5x6 = 5.do 12 4 0.44u5 Uec 0zu 10 Ml Iex ID:7RrVDIkAuFgVuVYAL75snbwON2.1161 3x4 = 5 16 um. am sec Ao m:uu:m zur. ray. i gNVM7q_hAjS7yHwIF1 OPOnSggy4TPf Scale=1:60.7 3x6 = 3x4 = 2x4 II 6 17 7 8 5x6 = 2x4 II 4x6 = 3x8 = 5xB:= 6.8 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.94 Ven(CT) BCLL 0.0 ' Rep Stress Incr YES WB 0.81 HOrz(CT) BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORE 1-3: 2x4 SP No.1 BOT CHORE BOT CHORD 2x4 SP No.1 'Except' WEBS 2-12: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1529/0-3-8, 2=1630/0-8-0 Max Horz 2=375(LC 12) Max Uplift 9= 613(LC 9), 2=542(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3138/1883, 3-4=-2280/1430, 4-5= 2010/1432, 5-7- 1607/1028 BOT CHORD 2-13=-2110/2775, 11-13=-2112/2770, 10-11=-1368/1973, 9-10=-757/1082 WEBS 3-13=0/315, 3-11=-8481752,4-11=-190/501, 5-10=-684/620, 7-10=-491/993, 7-9=-1709/1207 in (too) Well Ud PLATES GRIP -0.2110-11 >999 360 MT20 244/190 -0.43 10-11 >940 240 0.11 9 Na Na 0.17 13 >999 240 Weight: 1871b FT=20% Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-11, 7-9 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15R; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Eateror(2) -1-0-11 to 4-11-5, Intenor(1) 4-11-5 to 15-3-0, Extedor(2) 15-3-0 to 23-8-13, Interior(l) 23-8-13 to 34-4-4 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 2) Provide adequate drainage to prevent water Dancing. 3) This truss has been designed for a 10.0 Oaf 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 6131b uplift at joint 9 and 5421b uplift at joint 2. Thomas A. Albani PE No.39360 Mi rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -VeNfydeslgn peremefersend READ NOTES ON TNISAND INCLUDED MrrEKREFERANCEPAGEM47413mv. INAa2015BEFOREUSE. Design valid for use only witn MRek® connectors. This design Is based only upon parameters shown, and Is for on individual building component not a truss system. Before use, he building designer must verity he applicability of design parameters and properly Incorporate this design Info the overall byrdIng design. Bracing Indicated is to prevent buckling of lndMduai truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and fwss systems, seeANSVTPII Quality criteria, DS849 and SCSI Building Component 69N Parke East Blvd. Safety Informatbnworable from Loss Rate Institute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314 Tampa, FL 33610 Job Truss Truss Typa Oty Ply T19002427 2194777-GROZA S4 Half Hip 1 1 r Job Reference (optional) tluneers rirsl source, tlam ury, tL- azaoo, »���_� ���,"•,,, ��,,,���,,,_�, ��, - -� � Scale=1:56.4 5x6 = 7x10 = 4x6 = 4 13 6 14 6 ST1.SxB STP = 34 = 4x6 = 2.4 II 3x8 = 5x3 = 3x6 LOADING (psi SPACING- 2-0-0 CS'. DEFL. in (too). Udell List PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.20, 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Ven(CT) -0.43 7-8 >876 240 BCLL 0.0 ' Rep Stress Inor YES W B 0.82 Horz(CT) 0.08 7 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Wind(LL) 0.16 9 >999 240 Weight: 1831b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N1.2 *Except- TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins, 1-4:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except- BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. 8-10: 2x4 SP No.1 WEBS 1 Row at midpt 6-7, 5-9, 6.8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1420/0-3-8, 2=1522/0-8-0 Max Hoa 2=325(LC 12) Max Uplift 7=-572(LC 9), 2=-500(LC 12) FORCES. (lb) -Max. CompJMaz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2909/1798, 3-4= 2241/1427, 4-5=-1979/1415,,5-6=-1825/1205, 6-7— 1337/991 BOT CHORD 2-11=-1979/2571, 9-11=-1979/2571, 8-9=-1226/1848 WEBS 3-11=0/253, 3-9=-653/625, 4-9=:80/447, 5-8=-855/813,6-8=-1383/2086 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=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 13-3-0, Extedor(2) 13-3-0 to 21-8-13, Intedor(1) 21-8-13 to 31-11-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 101 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 7 and 500 lb uplift at joint 2. Thomas A. Albani PE NoS9980 MTek USA, Inc. FL Cart 6694 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 O WARNING -Vedlydeslgnparamefers antl READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGE411i rev. 1pileda15 BEFORE USE. Design valid for use only with MRel connectors. This design Is based only upon parameters shown, and Is for an 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 building design. Bracing Indicated is to buckling of lndlvldual hum web and/or chord members only. Atltltilonal temporary and permanent bracing MiTek' prevent s diways required for stability and to prevent collapse with possible personal injury and property damage.. For general guldance deciding the storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPII GualMy Cdledo, DSO419 and BCSI Bulding Component 6e04 Parke East Blvd.fabrication; Sorely Infomralbrnvollcbie from Truss Plate Institute, 218 N; Lee Sheet. Suite 312. Alexontlrlo, VA 22 14. Tampa, FL 33610 Job Truss Oty Ply T79002428 2194777-GROZA S5 �TrussType Half Hip 1 1 Job Reference (optional) dulmers First source, vim ully, rL- 32bbb, 6,24e s UBa 6 2U1a MI I ex Industries, Inc. Sat use z6 l u:uu:zz zu1a rage T ID:7RrVDIkAuFgV uVYAL75snbmON2-_OEJVOAI E_HtozXuTYsSnbopAmOgm9SItkGYvYy4TPd I I 18-2-15 1 32-1-0 31055-00.5-0 &10 6.11-15 r b Scale = 1:56.4 46 = 3x4 = 3x6 = 3x4 = 3x8 = 4 5 17 6 7 1B 8 o _ 6 = x4 o r bx6 2.4 11 3x8 = 3x6 = 3= 5x6 = 3x6 11 LOADING (psf) TCLL 20.0 TCDL 15.0 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 CS1. TC 0.94 BC 0.73 WB 0.81 Matrix-SH DEFL. Ved(LL) VerUCT) Horz(CT) Witil in (too) I/defl Ud -0.13. 11-13 >999 360 -0.3311-13 >999 240 0.09 9 n/a rVa 0.1811-13 >999 240 PLATES GRIP MT20 244/190 Weight: 173 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 Be pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 4-0-15 oc bracing. WEBS 1Row at midpt 8-10,5-13 REACTIONS. (IWsize) 9=1420/0-3-8, 2=1522/0-8-0 Max Hors 2=283(LC 12) Max Uplift 9=-577(LC 9), 2=-523(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2934/1857, 34=-2392/1535, 4-5_ 2152/1506, 5-7=-2363/1546, 7-8=-1661/1074, 8-9— 1357/962 BOTCHORD 2-14— 1991/2595, 13-14=-1991/2595, 11-13=-1S46/2363, 10-11=-1074/1661 WEBS 3-13=-525/540, 4-13=-193/524, 8-10=-1287/1995, 5-13=-268/153, 7-10=-1003/819, 5-11=-35B/425, 7-11=-619/858 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsl; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 11-3-0, Exterior(2) 11-3-0 to 19-8-13, Intedor(1) 19-8-13 to 31-11-4 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 pending. 3) This truss has been designed for a 10.0 fast bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf an 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 577 Ib uplift at joint 9 and 523 lb uplift at joint 2. Thomas A Albani PE No.39360 MTek USA, Inc, FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING-VedrydeNgnper .fammOREAONOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMIF74M rev. 104132015 BEFORE USE. Design valid for use only with Viffek® connectors. lhls 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 appllcablllry, of design parameters and properly Incorporate this design Into the overall bglding design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only.Additional temporary and permanent bracing b always required for stability and to prevent collcpse with possible personal injury and property damage. For general guidance regarding tho fob4caron, storage, delivery, erection and bracing of trusses antl toss systems, seeANSUTFI1 Quo' 11yy Cliff all DSB419 and BC51 Building Component safety InformationavaJable from Tmss Note Imtilute. 218 N. Lee Sheet, Sure 312, Nonlantleo. VA 22314. MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aty Ply T19002429 2194777-GROZA B6 Half Hip 1 1 Job Reference (optional) tlullaers rest bounce, Plam Ully, FL - 32b66, 15.241) S U6c B 2ul9 MI I ex industries, Inc. bat UGC 28 10:00:23 2019 ID:7RrVOIkAuFgVuVYAL75snbmON2-SwhlkBw?HPkO7641 FOWpLzzA14VaAS5006F Scale =1:56A 5x6 = 3.4 = 4x6 = 3x4 = Sx8 = c nnF,-,- 4 5 15 6 7 16 B STI.SX8 STP= 13 11 10 9 4x6 = 3x8 = 4x6 3x4 = 5x8 = 3.6 II 9-3-0 16d0-15- I-5.1 I 32-1-0 ac-n Plate Offsets (X Y)- [4:0-3-00-2-41 [6:0-3-0 Edgel [10:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ideff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Veri -0.18 2-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 2-13 >892 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.91 Horz(CT) 0.10 9 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wlnd(LL) 0.23 11 >999 240 Weight: 164111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP-No.3 REACTIONS. (Ialsize) 9=1420/0-3-8,2=152210-8-0 'Max Horz 2=236(LC 12) ,Max Uplift 9=-582(LC 9). 2=-548(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at Fill 5-13, 8-10 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-2864/1899,3-4=-2593/1627,4-5=-2360/1587, 5-7=-2915/1885, 7-8=-2155/1354, 8-9=-1350/945 BOT CHORD 2-13= 1969/2549, 11-13=-1885/2915, 10-11=-1354/2155 WEBS 3-13=-263/425, 4-13=-229/601, 5-13=-629/399, 5-11=-264/368, 7-11=-636/860, 7-10=-958/787, 8-10=-1494/2387 NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-8-0, Interior(1) 4-8-0 to 9-3-0, Extericl 9-3-0 to 17-8-13, Interior(l) 17-8-13 to 31-11-4 zone; cantilever left and right exposed ;C-C for members and forces R MW FRS 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 anyother live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint.9 and 548lb uplift at joint 2. Thomas A. Alban PE No.38380 li USA, Inc. FL Cad 6634 III Parke East Blvd. Tampa FL 33610 Date: December 28,2019 O WARNING- Vedtydealgn PsimmetemandfEAD NOTES ON THISAND INCLUD£DMITEKBEFEBANCEPAGEM67473 rl 10,034615 BEFORE USE Design valid for use only with MBek® connectors. Vnis design Is based only upon parameters shown, and Is for an IndNidual building component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bglltlingdosign. Bracing Indicated is to prevent buckling of Individual true web and/or chord members only. Addalonal temporary and permanent brodng Is always required far stability and to prevent collapse with possible personal injury and property darl For general guidance regarding the fabrication garage, delivery. erection and bracing of musses and muss systems, WeANSUIPII Qua1I1y Classic, DSBde and Bpi Building Component Safety InfermaFbnwoiloble from Truss Plate Instil te. 218 N. We Sheet, Suite 312. Alexandria. VA 22314. ��- M!Tek' 69M Parke Sag Blvd. Tampa, FL 33610 Job Truss Truss Typa Ory Ply T19002430 2194777-GROZA 87 HALF HIP GIRDER ' 1 ' 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 5 ZUl 9 MiTek Industries, Inc. Set Dec 28 10:UU:26 2019 Pagel Scale - 1:60.5 • NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6 = 3x6 = 3x4 = 4x6 = 3x4 = 3x8 = 5x6 = 5.00 12 NAILED NAILED NAILED NAILED NAILED NAILED 4 18 19 5 20 21 22 6 23 7 a 24 25 9 26 27 10 4x6u= - 2A4 II Sx8 = NAILED NAILED 7x10 = NAILED 3x4 =Jy NAILED 7xIO ,u NAILED 5N6 = NAILED NAILED a II Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress her NO BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.36 BC 0.90 WB 0.65 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Utleft L/d -0.24 14-15 >999 360 -0.5514-15 >742 240 0.11 11 n/a n/a 0.3614-15 >999 240 PLATES GRIP MT20 244/190 Weight: 4641b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc pudins, 1-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-8 ac bracing. WEBS 2x4 SP No.3 *Except* 10-11: 2x6 SP No.2, 10-12,5-16,9-13,6-15,8-14: 2x4 SP No.2 REACTIONS. (Ib/size) 11=3285/0-3-8, 2=3228/0-8-0 Max Hom 2=185(LC 8) Max Uplift l l=-1471(LC 5), 2=-1400(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 25011) or less except when shown. TOP CHORD 2-3=-6853/2945, 3-4=-6751/2960, 4-5=-6143/2738, 5-6=-8780/3934, 6-8= 9498/4.253, ' 8-9=-8320/3728,9-10=-5237/2347, 10-11=-3123/1496 BOT CHORD 2-17=2750/6158, 16-17=-2750/6158, 15-16=-3934/8780, 14-15=-4253/9498, 13-14=-3728/8320,12-13=-2347/5237 WEBS 4-16=-721/1981, 10-12- 2597/5795, 5-16=-3064/1370, 9-12= 249Wl38B, 5-15=-25/742, 9-13=-1576/3519, 6-15=-863/368,8-13=-1414/873,6-14=-359/398, 8-14=-599/1343, 3-16=-148/260 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, 2x6 - 2 rows staggered at 0-9-0 oc., Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 ac. 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 IF) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=1511; 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) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of fmss to bearing plate capable of withstanding 1471 Ile uplift at joint 11 and 1400 Ile uplift at joint 2. 9) 'NAILED" indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. Thomas A. Abaft PE No.39380 MiTek USA, Inc. FL Cart 6634 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4421b down and 2331b up at 6904 Parke East Blvd. Tampa FL 33610 5-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. Date: LOAD CASE(S) Standard December28,2019 Q WARNING- Vedry Eealgn peremerere antl READ NOTES ON THISAND WCLUDED 1IvTEKREFERANCEPAGEMIH473®v. la'030015BEFORE USE. Design valid for use only with M0ekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall bylldIng design.&acing Indicated is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing WOW a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding fine fobrication, storage, delivery, erection and bracing of trusses and fmss systems seeAN5VR11 Qua Bry Criteria, DS349 and 101 Building Component 69" Pans East BIRO. Safety Informationavollabie from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type _ Oty Ply T79002430 2194777-GROZA 87 HALF HIP GIRDER 1 ' 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:26 2019 Page 2 ID:7RrVDIkAuFgVUVVAL75snbmON2-sBUgLmDpHCnJHbrfiNxOxRyeGNIGd7vunMEm2Jy4TPZ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-70, 4-10=-70, 2-11=-20 Concentrated Loads (Ib) Vert: 4=-144(B)7=-144(B) 16=-64(B) 12=-64(B)9=-144(8)13=-64(B)8=444(13) 18=-144(B) 19=-144(B)20_ 144(B)21— 144(B) 22=-144(B)23=-144(B) 24=-144(B) 25— 144(B) 26=-144(B) 27=-144(B) 28=-442(B) 29=-64(B) 30= 64(B) 31=64(B) 32=-64(B) 33=64(B) 34=-64(B) 35=-64(B) 36=-64(B) 37=-64(B) 38=-64(B)39=-64(B) ,&WARNING-VeH/ydeslen Parameters and READ NOTES ON THIS AMD INCLUDED MITEKREFERANCEPAGEMIF74"my, iDNYA0IS BEFORE USE Design valid for use only with Milek® connectors. this deslgn Is bored only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcoloilfy, of design parameters and properly Incorporate this design Into the overall bylIdIng deslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and properly damage. For general gultlance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, soCANSUt91t QualM Criteria, DSM9 and IICSI Building Componont 6904 Parke East Blvd. Sohly Inlormalbmvoloble from Truss Plots Insfil 218 N. We Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Cty Ply T19002431 2194777-GROZA C1 Half Hip x 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:27 2019 ST1.5x 5.00 F12 34 = Bell I I Scale = 1:53.0 5 6 3.6 11 3x4 = LOADING (psi) TCLL 20.0 TCDL 15.0 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/rP12014 CSI. TC 0.59 BC 0.50 W B 0.76 Matfiz-SH DEFL. in Vert(LL) -0.05 Vert(CT) -0.14 Horz(CT) -0.01 Wind(L-) 0.09 floc) Udell Lrd 1-10 >999 360 1-10 >999 240 7 n/a n/a 1-10 >999 240 PLATES GRIP MT20 244/190 Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 5-2-11 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-8: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SO No.3 WEBS 1 Row at midpt 6-7 REACTIONS. (lb/size) 7=70/0-3-8, 1=56310-6-8, 8=830/0-2-8 Max Horz 1=364(LC 12) Max Uplift 7=-45(LC 9), 1- 148(LC 12), 8=-405(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-899/283 BOT CHORD 1-10=-608/752, 9-10=-608/752, 8-9=-798/714, 4-9=-001/480 WEBS 2-10=0/304, 2-9=-836/663 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; BCOL=5.Opsf; h=15f ; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteriar(2) 0-3-4 to 63-4, Interior(1) 6-3-4 to 15-8-8, Exterior(2) 15-8-8 to 16-6-4 zone; cantilever left and fight exposed ;C-Cfor 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 pat bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s)8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 7, 148lb uplift at joint 1 and 405 Ito uplift at joint 8. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parise East Blvd. Tampa FL 33610 Dale: December 28,2019 AWARN/NG-Ver/rydes/gnparametemandREADNOTESONMISANDINCLUDEDIMEKBEFENANCEPAGEM*7473na,10,A42015BEFOREUSE. Design valid for use only with MgekD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fruss system,: Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall byidingdesign. Wooing Indicated Is to prevent pucklIng of Individual trum web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVMII Quality Criteria, DS"9 and 6CSI BuIldNd Component 69N Parke East Blvd. Safety intomi afbmvoiloble from Thus Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19002432 2194777-GROZA C2 Half Hip ' 1 i Jab Reference (optional) dancers rust boards, rimer uury, I-L- ueabb, a.L9u s uec b Zulu ml 1 el! mpusmes, Inc. 1u:uu:J1 Zulu 0 b ST1.5x_ _.. —. 3x4 i 30 = 3.6 46 — 30 = 5 6 5xe = 3.6 11 Scale = 1:50.0 9.7-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.16 8-10 >999 360 MT20- 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.37 1-10 >669 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.93 Homil 0.04 7 n/a n/a BCDL 10.0 Code FBC2017RPI2014 Matrix-SH Wind(LL) 0.14 1-10 >999 240 Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 7=929/0-3-8, 1=929/0-8-0 Max Horz 1--"4(LC 12) Max Uplift 7=-429(LC 12), 1=-297(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1693/782, 2-4=-1354/587, 4-5=-347/102, 6-7=-9501737 BOT CHORD 1-10=1167/1489, 8-10=-766/890 WEBS 2-10=-422/509,4-10=-300/619;4-8=-865r765,5-8=-205/317, 6-8=-735/942 Structural wood sheathing directly applied or 3-6-14 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at mil 6-7, 4-8 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpIl8; MWFRS (envelope) and C-C Exterior(2) 04-0 to 6-5-8, Interior(1) 6-5-8 to 18-10-0, Extedor(2) 18-10-0 to 20-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MI 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4291b uplift at joint 7 and 297111 uplift at joint 1. Thomas A. Alban! PE No.39388 MITI DSA, Inc. FL Cert 6634 69U Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -Vedry dealgn parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE MIP7473re¢faN12015 BEFORE USE Design valid for use only with MRek® connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall byllding design. Bracing lntllcated is to prevent buckling of individual truss web and/or chord members only.. Addiflonal temporary and permanent bracing MiTek' Is always required for stabiilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fcbdcation, storage, calivery, erection and bracing of trusses and huss systems, weANSUIPIt CuNBy Cdbrlo, OSS49 and SCSI guiding Component 69M Parke East Blvd. Safety Infomratbrrnraiiable from Truss Plate Institute, 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type DN Ply T19002433 2194777-GROZA C3 Half Hip ' 1 ' 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Sat Dec 2810:00:32 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmDN2-hLrSbplZt2YT?WIp3e2oAiCbYoOl6fjnAHh4Gzy4TPT &10E 16-10-0 21-1-0 r1-40 6-10-6 4-7-10 I 5-4-0 I 4-3-0 4.6 = 3x4 = Scale = 1:47.1 c nnr,—,- 4x6 = 3x4 = 3x6 _ 3xB = 3x6 11 LOADING (psl TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber 1 1.25 Rep Stress Incr YES Code FBC2017LrP12014 CSI. TC 0.63 BC 0.84 WE 0.89 Matrix-SH DEFL. in Vert(LL) -0.22 Vert(CT) -0.47 Hoa(CT) 0.03 Wind(LL) 0.10 (too) Well Ud 9-11 >999 360 9-11 >522 240 8 rula n/a 2-11 >999 240 PLATES GRIP MT20 244/190 Weight: 1231la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or5-2-14 oc bracing. WEBS 1 Row at midpt 7-8 REACTIONS. (lb/size) 8=924/0-3-0, 2=1028/0-8-0 Max Harz 2=412(LC 12) Max Uplift 8=-376(LC 12), 2=-359(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1734/790, 3-5>1685/955, 5-6=-558/294, 6-7=-442/350, 7-8=-916/752 BOT CHORD 2-11=-1156/1494, 9-11=-870/969 WEBS 5-11=-472/766, 6-9=-149/259, 7-9=-712/902,3-11=-348/411, 5-9=-704/691 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; III Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, InteOor(1) 4-11-5 to 16-10-0, EMerior(2) 16-10-0 to 20-11-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 376 lb uplift at joint 8 and 359111 uplift at joint 2. Thomas A. AUxmi PE No.39380 Mick USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: December 28,2019 ,&WARNING- Vedlydeslgnparseideraand READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE Mp74TJ rev. 1WAV4a15 BEFORE USE. Design valid for use only with MOeldl) connectors. This design Is based 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collcpse with possible personal hill and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. SeeANSVIPII QuaTBry Ci tech, 031129 and BCSI Building Component Safety Ctformatbmvaiiable ham Truss Plate Institute. 218 N. Lee Street Suite 312, Alexantltla. VA 22314. MiTek' 69W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I]ly Ply T19002434 2194777-GROZA C4 Half Hip 1 1 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Sat Dec 26 10:00:33 2019 5x8 = 5.00 rl2 2x4 II 4x6 = 3x4 = ben —3x4 = 6xB = Scale = 1:44.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL O.D ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.60 BC 0.65 WB 0.41. Matrix-SH DEFL in Ven(LL) -0.09 Vert(CT) -0.21 Horz(CT) 0.04 Wind(LL) 0.10 (too) Well Lid 9-11 >999 360 9-11 >999 240 8 n/a n/a 2-11 >999 240 PLATES GRIP Iv1T20 244/190 Weight: 1181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.1-3 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS. (Ib/size) 8=924/0-3-0, 2=1028/0-8-0 Max Horz 2=366(LC 12) Max Uplift 8=-351(LC 9), 2=-364(LC 12) FORCES. (lb) - Mass. CompJMax: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1720/924, 3-5=-1674/1106, 5-6=-753/503 BOTCHORD 2-11=-1227/1482,9-11=-913/1022,8-9=-543/664 WEBS . 5-11=-482(707, 6-9=-336/594,6-8=-931/761, 5-9— 557/566,3-11=-357/422 - NOTES- 1) Wind: ASIDE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ff; Cat. II; Exic C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 14-10-0, EMedor(2) 14-10-0 to 20-11-4 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) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pat bottom chard live Iliad 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, with BCDL= 10.0psf. 5) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 351 Ib uplift atjoint 8 and 3641b uplift at joint 2. Thomas A. Albani PE No.39380 MITI USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARNING. VedydeelgnpmmeteraendREAONOTESONTNISANOtNCLUDWMREKREFERANCEPAGEMSJ4mme Ifi=WISBEFOREUSE. Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an Indlvldual 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 bUldIng design. Bracing indicated is to prevent buckling of lndNltluol truss web and/or chord members only. Addtional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal hdury and properly damage. For general guidance regarding the /obdcotlon, storage, delivery, emotion and bracing of trusses and Muss systems seeANSI/IPII pool2ry1CModa. DSO-89 and SCSI building Component 690,1 Parke East Blvd. Safety m/ormotbmvalloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 2214. Tampa, FL 33610 Job Truss Truss Type Oly Ply T19002435 2194777-GROZA C5 Half Hip 1 1 Jab Reference (optional) tlullaerc I -ma bounce, rlant tiny, rL-32bbb, a.z4G a use b zU1 a mu ex maustries, Inc. ea, uec zo l u:uu:aa eu re I 4x6 = Scale = 1:41.2 3.8 = _...__ _.. 3x4 = axe — 5x8= US = 3x6 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vasil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.30. 9-11 >929 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 8 n/a File BCDL 10.0 Code FBC2017(rP12014 Matdx-SH Wind(LL) 0.11 9-11 >999 240 Weight: 129 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS JOINTS REACTIONS. (Ib/size) 8=1035/0-3-B, 2=113B/0-8-0 Max Horz 2=319(LC 12) Max Uplift 8=-40B(LC 9), 2=-396(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1996/1198, 3-4=-1967/1417, 4-5=-1095/763, 5-6=-1040/771, 6-7=-10391771, 7-8=-966//89 BOT CHORD 2-11=-1423/1736, 9-11=-1027/1236 WEBS 4-11=-608/768,4-12=-357/413, 9-12=-251/318,6-9=-419/482, 7-9=-914/1232, 3-11=-400/518 Structural wood sheathing directly applied or 3-2-10 oc puffins, except end verticals. Rigid ceiling directly applied or 4-8-7 oc bracing. 1 Row at midpt 7-8, 7-9 1 Brace at Jt(s): 12 NOTES- 1) Wind: ASCE 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 Extedor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 12-10-0, Exterior(2) 12-10-0 to 21-3-13, Intedor(1) 21-3-13 to 23-4-12 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 It, uplift at joint 8 and 396 lb uplift at joint 2. Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARN/NG-Verify desfgn pemmefers antl NERD NOTES ON THISAND INCLUDED MREKNEFERANCEPAGEUb74n rev.rGN ISBEFOFE USE. Design valid for use only wth MneM connectors. This design Is based only upon parameters shown; and Is for an IndNlduol bulltling component, not �t a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this tleslgn Into the overall bgllding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing M!Tek' Isolwoya required for dobllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrcakon, storage, delivery, erection and bracing of trusses and truss system£ seeANSVIPII Cually Offers. D5549 and SCSI Building Component 69M Parke East Blvd. Safety InforrnatbWavailable from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply T19002436 2194777-GROZA C6 Half Hip 1 ' 1 Jab Reference (optional) Humors riw bounce, riam ley, rl.. Jeaoo, Scale = 1:41.2 5x6 = 2x4 11 3x8 = 4 5 13 14 6 4.6 = 3x4 = """ 5x3 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.89 Verl(LL) -0.12 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BIG 0.74 Ven(CT) -0.28 B-10 >990 240 13 0.0 ' Rep Stress Incr YES We 0.54 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/1-P12014 Matrz-SH Wind(LL) 0.11 2-10 >999 240 Weight: 1211b 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 BOT CHORD Rigid ceiling directly applied or 4-7-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipl 6-8 REACTIONS. (Ib/size) 7=1035/0-3-8, 2=1138/0-8-0 Max Horz 2=273(LC 12) Max Uplift 7=-415(LC 9), 2= 386(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1989/1239, 3-4=-1944/1466, 4-5=-1246/876, 5-6=-1246/877, 6-7=966762 BOTCHORD 2-10=-1397/1728,8-10=-981/1262 WEBS 4-10=-6401718, 5-8=-533/546,6-8=-987/1407,3-10=-360/536 - NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Cpsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 10-10-0, Exterior(2) 10-10-0 to 193-13, Interior(l) 19-3-13 to 23-4-12 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 pending. 3) This truss has been designed for a 10.0 pet bottom chard live load nonconcunent with anyother 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 415lb uplift at joint 7 and 3861b uplift at joint 2. Thomas A Alban! PE No.39360 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING. Verity des19eparemetersend READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMb)479 rev. 1GD4a015BEFOREUSE Design void for use only with Mnel� connectors. ihls design Is based only upon parameters shown, and is for on Individual building component, not ��- o muss system. Before use, the building designer must verity 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 MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, WOANSMI I stri Cdl D394P and IIC81 Building Component Safety lnformallorsavallable from Trust Plate Institute, 218 N. Lee Street Suite 312, Alexontlda. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cty Ply T19002437 2194777-GROZA C7 Roof Special � 1 1 Job Reference o tional builders rust source, ream cny, rL - a[bbb, B.L4e s uec b Gule Mn es mousmes, Inc. bail uec za Scale . 1:41.9 4xB = 4 _. .._._ _.. 3x4 = Us = 5x8 = 3.6 II 4x6 = LOADING (psf) SPACING- 2-0-0 C$I. OEFL, in (lac) Udefl ITCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.17 8-9 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.38 8-9 >721 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 'Matrix-SH Wind(LL) 0.13 9-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-9,4-11: 2x4 SP No.2 JOINTS REACTIONS. (lb/size) 8=1035/0-3-8,2=1138/0-8-0 Max Hoa 2=243(LC 12) Max Uplift 8=-395(LC 9), 2=-390(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1977/1176, 3-4=-1921/1372, 4-5=-1761/1196, 5-6=-1641/1106, 6-7=1642/1107, 7-8=-951/740 BOT CHORD 2-11=-1268/1716, 9-11=-919/1294 WEBS 4-12=-360/715, 9-12=-241/528, 4-11=-541/680, 6-9=801/720, 7-9=-1160/1722, 3-11=-351/457,5-12= 268/159 PLATES GRIP MT20 244/190 Weight: 121 lb FT=20% Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or4-11-14 oc bracing. 1 Row at midpt 7.9 1 Brace at Jt(s): 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=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 12-8-0, Interior(1) 12-M to 23-4-12 zone; cantilever left and right exposed ;C-C for members and forces 8 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 395 lb uplift at joint 8 and 390 lb uplift at joint 2. Thomas A. Albanl PE No.39380 MI USA, Inc. FL Carl 8634 Hits Parke East Blvd. Tampa FL 33610 Data: December 28,2019 Q WARNING-VodfydeolgnP melersand BEABNOMSONTN/SAND/NCLUOEOMREKBEFENANCEPAGEMIF7473mv. tONY1015BEFOBEUSE Design valid for use only with MBek® 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 me appllcablllN of design parameters and properly Incorporate this deelgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of lntlividual truss web and/or chord members only., Addleonal temporary and permanent bracing M1Tek' Is olwaysrequlred for stability end to prevent collapse with console personal injury and properly damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems, WOANSVTPII Quin" Criteria. OSS49 and SCSI Building Component 69M Parke East Blvd. Safety Srformatbmvaflable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria VA 22314, Tampa, R. 33610 Jab Truss Truss Type Oty Ply T19002438 2194777-GROZA CB Roof Special 1 p 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:36 2019 Page 1 ID:7 RrVOIkAuFgVuVYAL75snbmON2-Z64bRBL4xH2uU7cal U7kLYNFfPpE2TPM5vllPky4TPP -1-0-0 8.10.8 10-9-0 14-8-0 21-1-8 7-0-0 6-10.fi 3d0-70 i 3-71-0 l 6.5.8 Scale=l:38.0 4x6 = 4z6 = 3x4 = - 5xB = 3.5 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.75 BC 0.65 WB 0.84 Matdx-SH DEFL. in Vert(LL) -0.09 Vert(CT) -0.23 Horz(CT) 0.03 Wind(LL) 0.09 (too) Vdefl Ud 8-10 >999 360 8-10 >999 240 7 Na n1a 2-10 >999 240 PLATES GRIP MT20 244/190 Weight: 105 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-11-15 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. REACTIONS. (It 7=926/0-3-8, 2=1030/0-8-0 Max Hoa 2=213(LC 12) Max. Uplift 7=-332(LC 13), 2=-367(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3=-1726/1025, 3.4=-1681/1228, 4-5=1625/1100, 5-6= 1398/915, 6-7=-869/651 BOT CHORD 2-10=-1079/1488, 8-10=-720/1031 WEBS 4-8=-3821649, 4-lD=-556/725, 5-8=-977/773, 6-8=-966/1492, 3-10- 374/476 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5. Interior(1) 4-11-5 to 10-9-0. Extedor(2) 10-9-0 to 14-8-0, Intedor(1) 14-8-0to 20-11-12 zone; cantilever left and right apposed ;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 noncencurrent 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 332lb uplift at joint 7 and 367lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 8904 Parka East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -VeNry deslgnparametersnndREAD NOTES ON THIS AND WCLUDW MREKREFERANCEPAGEMM17473mv. IGUSIVefg BEFOREUSE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me buldIng designer must verify the oppllcablity of design parameters and properly Incorporate this design Into the overall bW[Idhg design, Bidding Indicated is to prevent bucNing of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of trusses and huss systems, seeANSV1Pl1 Cualih CMnk, DSS-09 and SCSI Building Component 69N Parke East Blvd. Safety InformoNonwoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Jab Thus Truss Type Oty Ply T19002439 2194777-GROZA C9 Roof Special 1 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec fi 2019 MiTek Industries, Inc. Sal Dec 28 10:00:37 2019 Page 1 4x6 = 4x6 = Scale = 1:38.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017LTPI2014 CSI. TC 0.67 BC 0.62 W B 0.82 Matrix-SH DEFL. in Vert(LL) -0.08 Vert(CT) -0.19 Holz(CT) 0.04 Wind(LL) 0.09 (lac) Wall Ud 8-10 >999 360 8-10 >999 240 7 Na Na 2-10 >999 240 PLATES GRIP MT20 244/190 Weight: 102 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. REACTIONS. (lb/size) 7=926/0-3-8, 2=1031U0-8-0 Max Hoe 2=186(LC 12) Max Uplift 7=-327(LC 13), 2=-370(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1720/1018, 3-4=d669/1215, 4-5=-151 M66 BOT CHORD 2-10=-1025/1482, 8-10=-678/1045, 7-8=-1019/1506 WEBS 4-8=-230/467, 4-10=-537/710, 3-10= 368/459, 5-8= 288/358, 5-7=1632/1119 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=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 Exterior(2) -1-0-11 to 4-11-5, Interpol) 4-11-5 to 10-9-0. Exterior(2) 10-9-0 to 16-6-0, Interior(1) 16.6-0 to 20-11-12 zone; cantilever left and right exposed ;C-C for members and forces 8 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 chard live load nonconcument with anyotherlive 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 3271to uplift at joint 7 and 370 lb uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 28,2019 Q WARNING- Vedfydesrgn Rearrefersend READ NOTES ON TNISANO INCLUDED BrmEKREFERANCEPAGE41IG74M..1a 015 BEFORE USE. Deslgn valid for use only with Mrek& connectors. this design Is based only upon poramaters shown, and Is for an Individual building component, not a Muss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate mis tleslgn Into me overall byilding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddItIonai temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with pcs ble personal hlury and property damage. For general guidance regarding Me tabriconort storage: delivery. erection and bracing of trusses and Muss systems. seeANSI/191t Quality Cdlbdo, 03349 and BCSI Building Component 6904 Parke East Bho. Sal Informational from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type City Ply T79002440 2194777-GRO7A C10 Roof Special 1 i Job Reference o tional Builders First Source, Plant City, FL- 32566, 6.240 s Dec 5 la. Sat Dec 28 iu:UU:zu Zulu 4v6 = Scale=1:38.0 4x6 = 3x4 = — ... — &B = 14.5-14 14.1 1.21 2171-B I 7-7-7 1 2---86100 0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.07 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.18 8-10 >999 240 BCLL 0.0 Rep Stress their YES WB 0.40 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.09 2-10 >999 240 Weight: 1001b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=926/03.8, 2=1030/0.8-0 Max Horz 2=157(LC 12) Max Uplift 7= 323(LC 13), 2=373(LC 12) BRACING - TOP CHORD Stmctural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1716/1018, 3-4=-1654/1196, 4-5_ 1473/670 BOT CHORD 2-10=-964/1477, 8-10=-638/1062, 7-8=-1113/1565 WEBS 4-8=-90/416,4-10=-505/695, 3-10=-357/434,5-8=-356/474, 5-7=-1763/1299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascli 32mph; TCDL=4.2psf; BCDL=5.Opsf; hot 511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2)-1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 16-9-0, Interior(1) 16-9-0 to 20-11-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This miss has been designed for a live load of 21 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 323 lb uplift at joint 7 and 3731b uplift at joint 2. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cad 8634 6904 Parks East Blvd. Tampa FL 33610. Date: December 28,2019 AWARMS -9edlydesignParamerersaadREADNOTESONMIS AND INCLUDEDMmFKREFERANCEPAGEMbT4 m.1,3=015REFOREUSE Design void for use only with Mile& connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a muss system. Before use, file curdling designer must verily the applicability of design parameters and property Incorporate this design Into the overall bviiding design. Bidding indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and true systems seeAN5VIP11 QuidNyCMeda, D3549 and BC31 Building Component 69N Parke East Blvd. Safety Informatbrevallabie from Luss Plate Institute, 218 N. Lee Street Suite 312, Alexantlrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T19002441 2194777-GRO7.A C11 Common 1 1 Job Reference (optional) Builders First Source, Plam City, FL-32566, 624U S UOC 62U19 MI I eK In0U3mes, Inc. baFUec 2B IU:uU2B 2U19 cage 1 �1 46 = 46 = 4 3x4 = — 3x4 = LOADING (psf) SPACING- 2-0-0 CS'- DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.09 8-10 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.21 8-10 >999 240 BCLL 0.(' Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 7 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(-L) 0.09 2-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.33A-11 REACTIONS. (Ib/size) 7=926/0-3-8, 2=1030/0-8-0 Max Hom 2=10116) Max Uplift 7=-320(LC 13), 2=-374(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1724/1079, 3-4=-1679/1283, 4-5=1614/1260, 5-7=-1655/1081 BOT CHORD 2-10=-870/1486, 8-10=-514/1032, 7-8— 831/1434 WEBS 4-8=-510/651, 5-8— 344/457,4-10— 552/722, 3-10=-374/479 Scale = 1:37.3 PLATES GRIP MT20 2"1190 Weight: 97 lb FT=20% Structuml wood sheathing directly applied or 3-4-13 oc puffins. Rigid ceiling directly applied or 6-0-7 oc bracing. 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=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 4-11-5, Interipr(1) 4-11-5 to 10-9-0, Exterior(2) 10-9-0 to 16-9-0, Interior(1) 16-9-0 to 20-11-12 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) 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.Ops1 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 3201b uplift at joint 7 and 374 lb uplift at joint 2. to Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 28,2019 Q WARNING -Vedrydesign paramerersend READ NOTES ON THIS AND INCLUDED INTEKREFERANCEPAGE MIP74M my. 16a312015BEFOREUSE. Design valid for use only with MlfakG connectors. This design Is based only upon parameters shown, and Is for an Individualbuilding component, not a truss system. Before use, the building desil must verity the opplicabll ly of design parameters and pros Incorporate this design Inro the overall byilding desiga&oCing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for tability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrical storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Quailly CReM, Di and III Sell Component 69N Parke East Blvd.Safety lnformatbmvolloble from Truss Plots Institute, 218 N, Lee Street, Suite 312, Alexontlr o, VA 22 14. Tampa, FL 33010 Job Truss Truss Type city Ply T19002442 2194777-GROZA C12 Hip 1 1 Job Reference (optional) bul rind bource, ream ury, rL-e4abb, i Scale=1:39.0 4x6 = 4x6 = 4 ST1.5x8 STP = 3x4 = 5x6 = ST1.il STP = 46 = 46'= LOADING (pso SPACING- 2-0-0 CS" DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(-L) -0.16 2-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ven(DT) -0.36 7-8 >700 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.14 7-8 >999 240 Weight: 931b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-54 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=934/0-8-0, 2=1038/0-8-0 Max Hoe 2=94(LC 16) Max Uplift 7=-308(LC 13), 2=-360(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1757/1346, 3-4— 1419/1030,4-5=-1258/1022,5-6=-1420/1046, 6-7=-1774/1328 BOT CHORD 2-9=-1152/1553, e-9=-708/1258, 7-8=-110511574 WEBS 3-9=-381/488,4.9=-118/310, 5-8= 148/315, 6-8=403/515 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11.5, Interior(1) 4-11-5 to 9-0-0. Extenor(2) 9-0-0 to 21-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 3081b uplift at joint 7 and 360 US uplift at joint 2. 4 I; Thomas A Alban! PE No.39360 MTek USA, Inc. FL Cart 6634 699 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING - Vedlydestgn paremeteniamIRE4DNOTES ON THISANO/NCLUO£OMU£KNEFEHANCEPAGEM6lsin rev. laNY1015aEFOREUSE Design valid for use only with Mnea connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters orcl properly Incorporate this design Into the overall bylamg design. Bracing Indicated IS to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' 4 always recuaed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricatlon, storage, delivery. erection and bracing of trusses and truss systems. seeANSV[PII Qua[ Ily Cdfarks, DSB-09 and BCS[ Suldlop Component 69N Parke East Blvd.Safety mfonnafforavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type 01Y Ply T79002443 2194777-GROZA C13 Hip Girder ' 1 ' 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MTek Industries, Inc. Sal Dec 28 1 D:00:30 2019 Page 1 i Special 6x8 = NAILED NAILED 10 11 Special NAILED Sx6 = 12 4 Scale = 1:39.1 ST1.5xB STP= 3xB II NAILED 4.10 MT20HS= 5x6 = ST1.Sx8 STP= 5x6 = Special NAILED NAILED Special 5x6 = Plate Offsets (X Y)— f2:0-3-00-2-151 [3:0-4-0 0-2-21 [5:0-3-0,0-2-151 [7:0-3-0 0-3-81 LOADING (psp SPACING- 2-0-0 CSI. DEFL in ([cc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.11 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.29 7-9 >850 240 MT20HS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.31 HOrz(CT) 0.08 5 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.15 7-9 >999 240 Weight: 1131b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 3-4: 2x6 SP M 26 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (fib/size) 2=1898/0-8-0, 5=1898/0-8-0 Max Horz 2=-68(LC 9) Max Uplift 2=-851(LC 8), 5=-B51(LC 9) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3949/1713, 3-0=-3506/1639, 4-5=-3957/1715 BOT CHORD 2-9-1524/3531, 7-9=-1523/3499, 5-7=-1489/3538 WEBS 3-9=-24/817,4-7=-32/821 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-10-5 cc bracing. WEBS 1 Row at midpt 3-7 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; Irl Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; LumberDOL=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 851 lb uplift at joint 2 and 851 Ib uplift at joint S. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 326 lb up at 7-0-0, and 251 Ib down and 326 lb up at 14-6-0 on top chord, and 364 It, down and 141 Ib up at 7-0-0, and 3641b down and 141 Ito up at 14-5-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 2-5=-20 Concentrated Loads (lb) Vert: 3= 204(F) 4— 204(F) 9=-364(F)7=-364(F) 10=-136(F) ll=-136(F) 12=-136(F) 13=-61(F) 14=-61(F) 15=-61(F) Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 QWARNING-Verify 0esfmparsmetersanOREAD NOTES ON MMANDWCLODEDMf7EKREFERANCEPAGEMa-74mmi, 11TUIG01a BEFOREUSE. Design valid for 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 applicability of design parameters and properly Incorporate this design Into the overall byllding design. Bracing Indcaled Is to prevent buckling of Intllvldual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablliN and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me MiTew fabrication, storage. delivery, erection and bracing of trusses and truss systems, sesANSVIPII Quality Cmsdo. DSl-09 and 6CSI Building Component Safety Informatlonovoilobie from buss Plate Institute, 218 N. Lee Street Suite 312, Alexantltlo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply T79002444 2194777-GROZA CJ1 Comer Jack 20 ' 1 ' Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:37 2019 2xd = ST1.5x8 STP = 0-0 -0-0 Scale =1:7.0 Plate Offsets (X ))— [2:0-0-12 0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.14 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ven(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 5 Its FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ih/size) 3=-16/Mechanical, 2=16WO-8-0, 4=9/Mechanical Max Harz 2=44(LC 12) Max Uplift 3=-16(LC 1). 2=-114(LC 8) Max Gmv 3=23(LC 8), 2=168(LC 1).4=18(LC 3) FORCES. (Ib) -Max. C TPIJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. 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=S.Opsf; h=15fb Cat. 11; Exp C; Enc1., . 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 fora 10.0 part bottom chord live load nonconcurrent with anyother live loads. 3) - 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16111 uplift at joint 3 and 114 lb uplift at joint 2. Thomas A Albani PE No:39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -Vedrydesl9nWwr fim a dREAD NOTES ON TNL9 AND INCLUDED MNEx REFERANCE PAGE MX747arev. 1003 15 BEFORE USE. Design valid for use only with Mri connectors. This ❑oslgn 19 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 bxllding desgn. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hearses and truss systems, seeANSVIPI l CualXy Criteria, DS549 and BCSI Building Component 6904 Parke East Blvd. brro Safety Informatvallable from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, nexantlrla, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Ory Ply T19002445 2194777-GROZA CJ2 Corner Jack 1 1 ' Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 = 6.24U 6 Uec 0 Zulu MI1ex industries, Inc. oat uec zo Ie:VU:Ja 2ule rage 1 ID:?RrVOIkAdFgVUVYAL75snbwON2-W VCMsIMKSuicjRmzPv9COzSIYDdf W a5fYD8PTdy4TPN LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lac) Udefl Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ven(LL) -0.00 1-3 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 1-3 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 2 Fife Na BCDL 10.0 Code FBC2017fTP12014. Matrix-P Wind(ILL) 0.00 1 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4.SPNo.2 REACTIONS. (lb/size) 1=117/0-8-0, 2=91/Mechanical, 3=26/Mechanical Max Horz 1=75(LC 12) Max Uplift 1— 29(LC 12), 2=-81(LC 12) Max Gmv 1=117(LC 1), 2=91(LC 1), 3=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.2 PLATES GRIP MT20 244/190 Weight: 9lb FT=20% 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=4.2psf; BCDL=5.Opst h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) zone; cantilever left and Fight exposed ;C-C for members and tortes & MW FRS 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 anyother 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 29 lb uplift at joint 1 and 81 lb uplift at joint 2. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING-Vedlydesf90Parametersend READNOTES ON MMANDWCLUDEOMI/EKREFERANCEPAGEMI74".. MIX1201SaEFORE USE. Design valid for use only with Mneld]) connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate his design Into the overall bUlding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Quality CMn6, DS"9 and BCSI Building Component 6904 Parke East Blvd. Safety Nformalbnwollable from Truss Plate Institute, 218 N, Lea Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type city Ply T19002446 2194777-GROZA CJ3 Comer Jack 11 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Sal Dec 2810:00:39 2019 Page 1 2x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL, in (loc) Udell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ven(LL) -0.00 2-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Ved(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(GT) -0.00 3 Na n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=65/Mechanica1, 2=240/0-8-0, 4=26/MechanimI Max Harz 2=89(LC 12) Max Uplift 3=-67(LC 12), 2=-120(LC 8) Max Gray 3=65(LC 1), 2=240(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 2441190 Weight: 111b FT=20% 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=4.2psh 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 & MW FRS 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 20.01 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3 and 1201b uplift at joint 2. Thomas A. Albani PE No.36380 MiTek USA, Inc, FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING -Verify CeegnpemmefemanEREAO NOTES ON TN/SANGINCLUDED MREKNEFEFANCEPAGEMM174TJrev. 10411420159EFONE USE Design valltl for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a trusssystem. Before use, the building designer must vanity the applicability of design parameters and properly Incorporate this design Into the overall byilOingdesign. &acing Indicated b to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- prevent Is always required for stabilM antl to prevent collapse with posebie personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and brocingof trusses and I systems, seeANSVMII CuaIIMCMeM, D46d9 and KSl6uldbD Component fi9W Parke East Blvd. Sabh Nlprmatbr evellable from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandrla, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply T19002447 2194777-GROZA CJ4 Comer Jack 1 r 1 �J.IbFaference(optional) Builders First Source, Plant City, FL-32566, B.24u s uec a Lu1 U art ek Iraismes, Inc. Sat Dec za TD:00:39 zul 9 Page ID:7RrVDIkAUFgVUVYAL75snbmON2-fmk3CNzDCOTLbK9zcgRzB7mBdspFl Lpntuy73y4TPM 3.0.5 5-0-0 . 3-05 1-11-11 r Scale = 1:17.8 4x6 = STI.5x8 STP = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ve t(LL) -0.02 1-3 >999 360 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.53 VerI -0.06 1-3 >Ii 240 BC LL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(L-) 0.06 1-3 A89 240 Weight. 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=216/0-8.0, 2=151/Mechanical, 3=64/Mechanical Max Horz 1=209(LC 9) Max Uplift 1=-52(LC 12), 2_ 124(LC 12), 3=-3(LC 12) Max Grav 1=216(LC 1), 2=151(LC 1), 3=94(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Interiar(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0I 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 a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521b uplift at joint 1, 124 lb uplift at joint 2 and 3 lb uplift at joint 3. 8) Graphical puriin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING - Verlrydesrgaparemeferssnd READ NOTES ON TNISAND INCLUDED MWEKREFERANCEGAGEM674ne.. IMMO1SOEFOREUSE. Design valid for use only with Mnek® 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 fine overall lowilding design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent Is olways requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery. erection and bracing of frumps and hum systems, seeANSi/IPIt Quality Criteria, DSO-89 and IBuilding Component 6904 Parke E651 Blvd.fabdcaflort Sabty Informatbnavoilable from Truss Plate Institute, 218 N, Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type OtY Ply T19002448 2194777-GROZA CJ5 Corner Jack 9 r 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MITek Industries, Inc. Sat Dec 28 10:00:40 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmON2-StK6HYOb_W YKzIvLXKBgVOYztOGE_Uay7XdVYWy4TPL 5.0-0 1-0-0 I 5.0.0 Scale=1:17.1 4x6 = ST1.Sx8 SIT = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Horz 2=135(LC 12) Max Uplift 3=-129(LC 12), 2=-125(LC 8) Max Grew 3=146(LC 1). 2=319(LC 1).4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. 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=4.2psh BCDL=5.Opst h=15ft; Cat. II; Exrp C; Encl., GCp1=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 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-" 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 129 lb uplift at joint 3 and 125 lb uplift at joint 2. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610. Date: December 28,2019 Q WARNING-Vedfydeslgnparemefersand READ NOTES ON MIS AND WCLUDEDMBEKREFERANCEPAGEMIF747axev. 10N120MBEFORE USE. Design valid for use only with Mflekw connectors. Thl4 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 Mis design Into the overall bylldingdeslgn. Bracing Indicated 6 to prevent buckling of lndNduai 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 storage, delivery, erection and bracing of trusses and fuss systems, seeANSU1PI1 Quality Corona. DSeJ♦9 and SCSI Building Component 6904 Parke East Blvd.rubrication, Safety Informallmnvailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ory Ply T79002449 2194777-GROZA D1 Common 1 ' 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 6.24U 6 Uec a 2U1U MI I eK Industries, Inc. Sat uec ea IU:uu:4l zuiu rage i ID:7RrVDIkAuFgVuVYAL75snbwON2-w4uUUuPDlpgBauUY411v2c4Dupeijwp5EBN34yy4TPK 46 = Id 2x4 = ST1.5x8 STP = ST1.5xB STP = 2x4 = Scale =1:17.0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL '1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC '0.27 BC 0.18 WS 0.07 Matrix-SH DEFL. in Vert(L) -0.01 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.01 (too) Vdefl L/d 1-4 >999 360 1-4 >999 240 3 n/a n/a 1-4 >999 240 PLATES GRIP MT20 2441190 Weight: 26Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=315/0-8-0,3=315/0-8-0 Max Hors 1=35(LC 12) Max Uplift 1=-108(LC 12), 3= 108(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-466/444, 2-3=-466/444 BOT CHORD 1-4=-297/371, 3-0— 297/371 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 Extedor(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1081b uplift at joint 1 and 108 Ib uplift at joint 3. Thomas A. Albani PE No.38380 MTek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MIIEK REFERANCEPAGE 11167473 rev. 101113Ie015 BEFORE USE Design valid for use only with Mae& connectors, This design Is based only upon parameters shown. and Is for on Indlvldual building component, not ��- a truss system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this tleslgn Into the overall owiiding design. Bracing Indicated Is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for slablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage. delNery, erection and bracing of trusses and truss systems, seeANSginti Quality Censures, DSO.69 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbnavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory Ply T1900245g 2194777-GROZA 02 Common 2 ' 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240a Dec 62019 MiTek Industries, Inc. Sal Dec 281 U213:412019 Pagel ID:7RrVDIkAuFgVuVYAL75snbmON2-w4uUUuPDlpgBauUY41 iv2c4DbOeGj>n'5EBN34yy4TPK -1-0-0 3-10-0 7-8.0 i 8.8- 1.0.0 3-10-0 3-10-0 M20 ' 46 = ST1.Sxe STP = ST1.5xe STP = 4x6 = 4x6 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (lac) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 2-6 >999 360 TCDL 15.0 Lumber DOL 1.25 13C 0.15 Vert(CT) -0.01 2-6 >999 240 BCLL 0.0 Rep Stress Inter YES We 0.06 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(L-) 0.01 4-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=412/0-8-0, 4=412/0-8-0 Max Horz 2=-42(LC 13) Max Uplift 2— 166(LC 8), 4_ 166(LC 9) FORCES. (lb) - Max. CompurMax. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-419/352, 3-4=-419/352 BOT CHORD 2-6— 173/328, 4-6=-173/328 Scale - 1:18.3 PLATES GRIP MT20 244/190 Weight: 291b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 op pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. 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=4.2pst BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grp DOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent 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 3-6-0 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 166 Ib uplift at Joint 2 and 166 lb uplift at joint 4. Ib Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 8834 699 Parke East Blvd. Tampa FL 33810 Date: December 28,2019 QWARNING-Verily Eeslgnpammetersend NEADNOTES ON THISANDINCLUDEDMREKNEFERANCEPAGEMM17v3mI . 1110.'✓la1SDEFOHEUSE Design valid for use only with MI connectors, Thls design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the bulltling designer must verity the applicability of deslgn parameters and properly Incorporate this design Into the overall byatling design. Seeing indicated is to prevent buckling of Individual less web and/or chord members only. Atldiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding the fabrication, Marcos. delivery, erection and bracing of trusses and truss systems. seeANSVIPI1 Qua] MMyy Cmadb, DIII and IICSI building Component 69N Parke East Blvd. Safely Informalbnevallable from Truss Plate Institute, N8 N. Lee Street Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Gry Ply T79002451 2194777-GFIOZA D3 Common Supported Gable 1 r 1 Jab Reference o tional Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MITex Industries, Inc. bat uec Bit 1 O:W:42 2u19 Scale = 1:18.3 4x6 = ]o d 6 4x6 = 2x4 11 46 = Plate Offsets(XY)-- [2:0-0-00-0-10] [4:Edde0-0-101 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.36 Vert(LL) 0.00 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.14 Horz(CT) 0.00 4 rite rite BCDL 10.0 Code FBC2017ITP12014 Matdx-SH Weight: 29 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=23917-8-0, 4=239/7-8-0, 6=36017-8-0 Max Horz 2=-42(LC 17) Max Uplift 2=-120(LC 8), 4=-122(LC 9), 6=-93(LC 12) Max Gmv 2=242(LC 23), 4=242(LC 24), 6=360(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-2421458 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc puffins. 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=4.2ps1; BCDL=5.Ops1; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; Ml (envelope) and C-C Comer(3) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 120 lb uplift at joint 2, 122 Ib uplift at joint 4 and 93111 uplift at joint 6. Thomas A Albani PE No.39360 Mi rok USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING-Vedryde&gnparametensed READ NOTES ON THISANO/NCLUDED MIFEKREFERANCEPAGEMb7473rev. faNY1p1SSEFORE USE. Design volld for use only with MFekO connectors. This ❑eslgn Is based only upon parameters shown, pnd Is for an Individual building component, not ��- o truss system,. Before use, the building designer must verity me oppllcobllity of design parameters and properly Incorporate this design Into the overall byading design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addhfonol temporOry, and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with Possible personal miury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVmtI Quality Cdtedo. DSB-09 and a081 Suldhg Component 690a Parke East BNtl. Tampa, ParkeEast B Safety Informabersavollable from Truss Plate Institule, 218 M Lee Sheet, Suite 312, Alexandria. VA 22314.. P33610 Job Truss Truss Type Ory Ply T19002452 2194777-GROZA EJ5 Jack -Open 1 ' 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 4x6 = STI.SxB STP = 8.240 s Dec 5 2019 MI Iex maustrles, Inc. cal ursc 261umu:42 zul9 rage l ID:7RrVDIkAuFgVuVYAL75snbmON2-OGRtiEOrW7o2C23kekD8apdJMgyiSO4FTr6ccOy4TPJ Scale = 1:15.3 Plate Offsets D(Y)-- 12:0-0-0 0-0-141 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) -0.03 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 Na n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 17111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Horz 2=135(LC 12) Max Uplift 3=-129(LC 12), 2=-125(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; III 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 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-M 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 129 to uplift at joint 3 and 125 lb uplift at joint 2. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING-VeNly Oeslgn parameters and BEAD NOTES ON WISANDWCLUDEDMITEKREFERANCEPAGEMIF74Tarex. 100=2015BEFORE USE. Design valid for use only with Meek® connectors, Thls design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall byllding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible pewhol Injury and property damage. For general guidance regarding the fabrication, storage: delivery. erection and bracing of trusses and buss systems. sesiANS91911 gracility Chef. OSSl9 and SCSI Building Component 69M Parke East Blvd. Safety informa8arlavcilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type mY Ply T19002453 2194777-GROZA EJ6 Jack -Open Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566. 8.240 s Uec 6 2019 mi I ex mdustnes, Inc. sat Uec Le tU:UU:4J 2U19 Pagel ID:7RrVDIkAuFgVuVYAL75snbwON2.sS?FvaOTHPimgCewCSIN7IAW 5EEW BoUOiVs99gy4TP1 -1-0-0 4.0.15 G6-0 1.0.0 4-0-15 I 2-5-1 2x4 II 4 5 US = 6x8 = Scale = 1:18.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.48 Ved(LL) -0.00 1 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.01 1 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.25 Horz(CT) -0.01 5 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 30 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. (lb/size) 5=280/6-6-0, 2=366/6-6-0 Max Horz 2=168(LC 12) Max Uplift 5=-149(LC 12), 2=-127(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-303/365 BOTCHORD 2-5=-670/281 WEBS 3-5=-347/829 Structural wood sheathing directly applied or6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 7-0-10 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=17Omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0ps1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-11 to 4-11-5, Extegor(2) 4-11-5 to 6-4-4 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer asper ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurent 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 149 lb uplift at joint 5 and 127 lb uplift at joint 2. Thomas A. Alban! PE No.39380 h1Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 28,2019 Job Truss Truss Type O1Y Ply T19002454 2194777-GROZA EJ7 Jack -Open r 18 1 ` Job Reference (optional) nungers i lrss source, nam Ully, rL- azsoo, 4x6 = ST1.Sx9 STP= p.zeus wee a zuia muex inausmes, mc. car vacza m:uu; oeura rage r ID:7RrVDIkAuFgVuVYAL75snbmON2-H1 hNYcTMaMJThgNVtal41fnyORDMOC4rOT4gi9y4TPF LOADING (psQ I SPACING- 2-0-0 CS'_ OEFL, in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.OB 2-4 >997 360 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.20 2-4 >396 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.14 2-4 >557 240 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical Max Horz 2=182(LC 12) Max Uplift 3— 163(LC 12), 2=-141(LC 12) Max Grav 3=206(LC 1), 2=405(LC 1).4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. Scale = 1:21.5 PLATES GRIP MT20 244/190 Weight: 231b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 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 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 20.0psf 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 1631b uplift at joint 3 and 141 Ile uplift at joint 2. Thomas A Albanl PE No;39380 MTek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING-VedIydesl9nparemelersend READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE M#-7473me lGrOl BEFORE USE Design valid for use only with MOeIG) connectors, fits design Is based only upon parameters shown, and Is far an Individual bullding component not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckiing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with emote personal lnlury and property damage. For general guidance regarding the fab4catlon storage, delivery, ereollon and bracing of trusses and buss systems. seeANSVWII QUOIN Criteria. DSB-89 and 8=1 Building Component 69M Parke East Blvd. Safety Infomrafbmvollabie from runs Rate Insulate. 218 N. Lee Street, Suite 312, Alexcndflo, VA 22314. Tampa, FL, 33610 Job Truss Truss Type city Ply T79002455 2194777-GROZA EJ8 Jack -Open r 13 t 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, B.240 a Dee 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:4B 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmON2-DcipeyHUc6zZBw Wu77KYg4lHhFuys5Z7mZwg2y4TPD -1-0-0 7-3-0 -6 0 7-3-0 Scale =1:22.0 axis = ST1.54 STP = Plate Offsets (X Y)— 12:0-" 0-0-101 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.09 2-4 >892 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Ven(CT) -0.23 2-4 >354 240 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hori -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.17 2-4 >497 240 Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SO No.2 REACTIONS. (lb/size) 3=214/Mechanical, 2=416/0-8-0, 4=84/Mechanical Max Horz 2=188(LC 12) Max Uplift 3=-170(LC 12), 2=-144(LC 12) Max Grav 3=214(LC 1), 2=416(LC 1), 4=130(LC 3) FORCES. (Its) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc pudins. 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 7-2-4 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 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 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 170lb uplift at joint 3 and 1441b uplift at joint 2. Thomas A. Alban PE No.39380 Nifek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 O WARNING -Verify deegnpammeters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MR7473raV. 10034016 BEFORE USE Design void for use only with MiTek®connectors. T is 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 his design Into the overall bUlidIng design. Bracing Indicated is to prevent buckling of individual hum 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 guldonceregarding the fabrication, storage. delivery, erection and bracing of homes and huss systems meANS91P11 Coa01r Criteria, DS349. and BCSI Building Component 69N Parke East Blvd. Safety Infomsationavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexondka, VA 22314. Tampa, FL 33610 Job Truss Thus Type Ory Ply T19002456 2194777-GFIOZA EJ61 Monopitch ' 3 1 Job Reference (optional) builders YI rs1 source, Flam Ulty, FL- a2bbb, a.24U a Use o 4uta MI IeK mausmes, Inc. oat Uac be 1U;VUA4 4U Isr rage I ID:7RrVDIkAuFgVuVYAL75snbenON2-KfZd7wR52k3mRMD7m9GcgEigaeaywlaYw9bjhHy4TPH -1-0-0 6.10-B 1-0.0 6-10-8 Scale = 1:21.4 V, y^46= ST1.5xB STP= airs II LOADING (pst) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 2.4 >765 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.20 2-4 >382 240 BCLL 0.0 ' Rep Stress Incr YES WR 0.00 Hom(CT) 0.00 n/a r✓a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Wind(LL) 0.00 2 "" 240 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP NOS BOT CHORD REACTIONS. (lb/size) 4=277/0-6-8,2=396/0-8-0 Max Horz 2=177(LC 12) Max Uplift 4=-151(LC 12), 2=-138(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4— 255/406 Structural wood sheathing directly applied or 6-0-0 oc 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=4.2pst BCDL=5.Opsf; h--i Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-8-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 4 and 1381b uplift at joint 2. Thomas A. Alban! PE No.39380 M11Tek USA, Inc. FL Cart 6694 6904 Parke East Blvd. Tampa FL 33610 Daft; December 28,2019 QWARN/NG- Yedrydsslgnparemefersend READ NOTES ON TNISAND/NCLODEDMrtEKNEFERANCEPAGEMIL74YJrev. laN3rz015 BEFORE USE. Design valid for use only w1m Mnekis connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design Parameters and properly Incorporate this design Into the overall byllding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage. delivery. erection and bracing of trusses and truss systems seeANSI/IPII Cuaiyy Criteria. US689. and BCSI Bui Component 69U Parke Easl Blvd. Safety Infermalbravailoble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandtio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T19002457 2194777-GROZA EJ62 Half Hip Ginter 1 ' 1 LbReference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:44 2019 Page 1 I D:?RrVDIkAuFgVuVYAL75snbmON2.KfZd7wR52k3mRMD7m9GcgEiZOeaNwlaYw9bjhHy4TPH 6-6-0 6-10.8 1-0-0 6-6-0 -4-8 NAILED 2x4 II V, 2x4= ST1.5x8 STP= 2.4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Gdp OOL 1.25 TC 0.91 Vert(LL) -0.10 2-4 >795 360 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 2-4 >398 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOR(IDT) 0.00 Na n1a BCDL 10.0 Code FBC2017/TPI2014 MBull Wind(LL) 0.00 2 "" 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=388/0-6-8, 2=392/0-8-0 Max Hom 2=175(LC 8) Max Uplift 4=-263(LC 8), 2>137(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-325/295 Scale-1:22.1 PLATES GRIP MT20 244/19D Weight: 291b FT=20% Structural wood sheathing directly applied or 6-0-0 oc purling, 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.Opsfl 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 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 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 263 lb uplift at joint 4 and 137lb uplift at joint 2. 5) "NAILED" indicates 3-1 Did (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (Ft 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=-70, 2-0=-20 Concentrated Loads (Ib) Vert: 3=-115(B) Thomas A Albani PE No.39380 li Tek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 QWARNING-Verlrx design Paramefersand READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF7473sx& unlacing BEFORE USE. Design valid for use only with MTek® connectors, This design Is based only upon parameters shown, and Is for on Individual builtling component, not a truss system. Before use, Me bullding designer must verity the applicability of design Parametersand properly Incorporate MIs design Into the overall bellding design. Bracing Indicated is to prevent buckling of hdNklual truss web antl/or chord members only. Additional temporary and permanent bracing M)Tek' Is always real for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding Me fabrication, storage, del,en,, erection and bracing armantl truss systems, seeANSNRIi CuIl Criers, D5049 and BCSI Building Component from 6Ba4 Parke East Blvd. Tempe, FL 33610 Safety Nformatlonovallable Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Ory Ply T19002458 2194777-GROZA EJ63 Monopitch 1 1 ' Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:45 2019 Scale=1:22.3 3x12 MT20HS = ST1.Sx8 STP= AX9 06 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC20177TPI2014 CSt. TC 0.76 BC 0.33 WB 0.05 Matrix-R DEFL. in Van(LL) -0.03 Vert(CT) -0.06 Horz(CT) -0.02 Wind(LL) 0.03 (roc) I/defl Ud 2-4 >999 360 2-4 >999 240 6 n/a III 2-4 >999 240 PLATES MT20 MT20HS Weight: 291b GRIP 244/190 187/143 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 10-0-0 oc bracing. OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=389/0-8-0, 6=230/0-6-8 Max Hom 2=163(LC 12) Max Uplift 2=-140(LC 12), 6=-126(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-25475, 3-5=-314/445 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5,Opst h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-1-8 zone; cantilever left and right exposed ;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140lb uplift at joint 2 and 126 lb uplift at joint 6. Thomas A. Afbanl PE No.3938D Il USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: December 28,2019 AWARNING -VerifydesfrnparemefersandREADNDTESONTHISANDINCLUDED MITEKREFERANCEPAGEM674M..10/0.aa015BEFOREUSE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on IndNlduol bulltling component, not a two system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate this design Into the overall bxllding desgn. Bracing Indicated Is to prevent buckling of indwidual two web and/or chord members only. Additional temporary and pemianeni bracing MiTek' Is always required for stab011y 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 truss systems. seeANSVIPll CualMMyy Criteria. DSB-69 and SCSI Buildbp Component 69N Parke East Blvd. Safety Informaamgvolloble from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Of' Ply T19002459 2194777-GROZA EJ64 Half Hip 1 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Oec 6 2019 mi l ex Dtaustnes, mc. batuec zu lu:uu:4a eut a raga l ID:?RrVDIkAuFgVuVYAL75snbmON2.H1 hNYcTMaMJThgNVtal41fnOTR8NOC4rOT4gl9y4TPF -i-0-0 54-0 6.6.0 6.10-6 14}0 I 5-4-0 NAILED 2x4 11 Scale =1:21.8 Si STP= exr li 46 = 5-4-0 1.6-8 Plate Offsets (X,Y)-- 16:0-5-0 0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.04 3 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.09 3 >B66 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.05 5 n/a rile BCDL 10.0 Code FBC2017/rP12014 Malri%-R Wind(LL) 0.11 3 >666 240 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except* 6-7: 2x4 SP No.3 2x6 SP No.2 W4-1.1 REACTIONS. (Ib/size) 5=391/0-6-8, 2=39210-8-0 'Max Ho¢ 2=175(LC 12) Max Uplift 5=-261(LC 12), 2=-137(LC 31) FORCES. (Ila) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BOTCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pi BCDL=S.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-7.12 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) All plates are MT20 plates unless otherwise indicated. 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-" tall by 2-" 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 261 It, uplift at joint and 13716 uplift at joint 2. 6) "NAILED" Indicates 3-10d (0.148"x3") or 2-12d (0.148"4.25") 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 (pit) Vert: 1-0=-70, 2-7=-20, 5-6= 20 Concentrated Loads (lb) Vert: 4=-118(F) Thomas A. Alban! PE No.39380 MI USA, Inc, FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Bate: December 28,2019 Q WARNWG- Verify design Pare afersand READNOTES ON MISAND INCLUDED MFFEKREPERANCEPAGEMU74nni 10e320158EFORE USE Design volld for use only with MflaM connectors. lttla design Is based only upon parameters shown, and Is for on Individual building component, not ��- a muss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bwiiding design. &acing indicated Is to prevent buckling of Individual head web end/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of trusses and hugs systems, seeANSVWI I Ouolav Cdfedn, 090-89 and BCSI Buldlna Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate institute. 218 N. Lee Sheet, Suite 312 Alexantlrla. VA 23 14. Tampa, FL 33610 Job Truss Truss Type Oly Ply T19002460 2194777-GROZA EJ71 Jack -Open 9 1 Job Reference (optional) Builders First Source, Plant Clty, FL- 32566, e.z4U s uec b 2UIU MI I eK mausur es, Inc. Jan ilea za IU:Uu:4/ eu I u 30 = ST1.5x8 STP = Scale = 1:21.5 LOADING (psf) TCLL 20.0 TCDL 15.0 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/TPI2014 CSI. TC 0.80 BC 0.72 WS 0.11 Matrix-SH DEFL. in Van-0.08 Ven(CT) -0.22 Hom(CT) 0.06 Wind(LL) 0.21 (roc) Weil Ud 5-6 >985 360 5-6 >360 240 5 n/a Na 5-6 >380 240 PLATES GRIP MT20 244/190 Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. 6-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=187/Mechanical, 2=423/0-8-0, 5=106/Mechanical Max Horz 2=182(LC 12) Max Uplift 4=-139(LC 12), 2=-132(LC 12), 5=-14(LC 12) Max Gray 4=187(LC 1), 2=423(LC 1), 5=139(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-486/393 BOT CHORD 2-7=-648/523, 36=-278/320 WEBS 3-7=-280/376 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)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0lost 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 glider(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 4, 132 lb uplift at joint 2 and 14 lb uplift at joint 5. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING- Vadlydimignpammele...d READNOTES ON THIS AND INCLUDED MREKHEFEHANCE PAGE M67473mv. 101032015 BEFORE USE. Design vold for use only with MnekS connec106. This design IS based only Upon parameters shown, and Is for an IndNldual building component, not ��- a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bolding design. &acing Indicated is to buckling of Ird itlual duct web antl/or chord members only. Additional temporary and bracing Mew prevent permanent 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 hum systems, seeANSVTPl1 Quality Criteria. OSB49 and BCSI EuldhB Component 6904 Parke East Blvd. Safety Informallanavalloble from Truss Hole Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type cry Ply T19002461 2194777-GROZA EJ81 Jack -Open 1 1 r Job Reference (optional) nullaem rrrsr Jource, mall uny, rL- 41O00, 0-44U b Uec o Ga IUmuerc maesmes, mc. Jar Uec zo V:V V:va Ga lu rage r ID:7RrVDIkAuFgVuVYAL75snbmON2-DOpByHUc6zZBw Wu77KYg41HJFums5Z7mZwg2y4TPD 3x4 5� Scale = 1:23.0 30 1- 4 ST1.5x8 STP = 5 46 = LOADING li SPACING- 2-0-0 cSl. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.09 2-5 >890 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.23 2-5 >352 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wlnd(LL) 0.17 2.5 >488 240 Weight: 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins. 34: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 4=216/Mechanical, 2=418/0-8-0, 5=85/Mechanical Max Horz 2=180(LC 12) Max Uplift 4=167(LC 12), 2=149(LC 12) Max Gmv 4=216(LC 1), 2=418(LC 1), 5=130(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=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 7-3-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-8-0 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 167 lb uplift at joint 4 and 149 lb uplift at joint 2. Thomas A Albert PE No.39380 MTak USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING. Ver/tydeslgnparamelenend PE DNOWSONTNISANOINCLUOEOMNEKRUF ANCEPAGEM674".. taMI&OISBEPOBEUSE Design valid for use only with MEekO connectors. This design Is based only upon parameters shown, and Is for an Individual bullring component, not a muss system. Before use. the bullring designer must verity the applicability of deslgn parameters and properly Incorporate this design Into the overall loOlding design. Bracing Indicated is to prevent buckling ofindroidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always recurred for rablilty and to prevent collapse w[m possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and brocing of musses and huss syslems, seeANSU1Pl1 Cualtly Cdfedo, BSO4I9 and BCSI BuSdk g Component 6904 Parke East Blvd. Safety Informationavoiloble from Truss Plate Instrute, 218 N,. Lee Sheet, SOre 312, Alexontlrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T79002462 2194777-GROZA EJ82 Half Hip Girder 1 r 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 6.24u 5 Dec a 2ula MiTt ex industries, Inc. oar Dec ze iu:uu:ae 20i9 Page r ID:7RrVDIkAuFgVuVVAL75snbmON2-hcMWAdVEtHh2y754' imNIPZxeLEbWoH4RJUMUy4TPC -1-0-0 5-0-0 7-3.0 1-0-0 5-0.0 i 2-3-0 Scale— 1:19.4 Special 3 5xB = 2X4 11 ST1.Sxa STP= special 3x4 = 2x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 CSI. TC 0.33 'SC 0.27 WB '0.13 Matril DEFL. in Vert(L-) -0.02 Vert(CT) -0.04 Horz(CT) 0.00 Wind(L-) 0.02 (too) Udefl Ud 2-6 >999 360 2-6 >999 240 5 n/a n/a 2-6 >999 240 PLATES GRIP MT20 244/190 Weight: 331la 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 10-0-0 oc bracing. REACTIONS. (lb/size) 5=462/Mechanical, 2=48510-8-0 Max Horz 2=137(LC 8) Max Uplift 5= 213(LC 5), 2=-202(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-501/170 BOT CHORD 2-6=-203/387, 5-6=-200/399 WEBS 3-6=0/296, 3-5=-571/289 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLS.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 flat bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) 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 2131b uplift at joint 5 and 202 no uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 216 lb down and 280 to up at 5-0-0 on top chord, and 11411a down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p1l) Vert: 1-3=-70, 3-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 6=-70(F) 3=-169(F) Thomas A Alban! PE No.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWABNWG.Verifydeegaperemefers.ndR AONOTESONTN/SMDWCLUOEOMREKBEFEBANCEPAGEMIF74".re.10113orelSBEFOBEUSE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual buliding component not a truss system. Before use, the bulldIng designer must verity the oppllcoblllN of design parameters and properly Incorporate ih0 design Into the overall Welding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brccing MiTek- Isalways required for sfablllN and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and thus systems. eaeANSVIPIf Quality Creeds, DS549 and SCSI SuSdYrp Component 69M Parke East Bind. Safety Nformalbrpvalloble from Truss Rafe Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Ply T79002463 2194777-GROZA HJS Diagonal Hip Girder 1 e 1 � Job ReferReference(optional) cutters rlrst source, tram ury, rL - Jzaaq, a.L4u B Uec o Lu ra Mn eF mQUsrY $rnc. Jar Uecm IU]UU:aI ZU I 3x4 = Scale: 3/4'=I' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TILL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.08 2-4 >974 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.17 2-4 >457 240 BCLL 0.0 ' Rep Stress Man NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mail Wind(LL) 0.06 2.4 >999 240 Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=192/Mechaniml, 2=357/0-10-15, 4=73/Mechanical Max Horz 2=146(LC 4) Max Uplift 3=-139(LC 8), 2=-169(LC 4) Max Grav 3=192(LC 1).2=357(LC 1).4=119(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purims. 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=4.2ps1; 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 3 and 169 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148°x3°) or 2-12d (0.148'x3.25°) toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 2.4=-20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Thomas A Albani PE No.39396 MiTek USA, Inc. FL Cert 6934 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 Q WARNING. Verifydeeignpemmeterswd RB DNOMSONTNISANDINCLUDEDMI/EKBEFEf NCEPAGEMX74"me 1W0.1VOISBEFOHEUSE Design valid for use only with MTek® connectors. ibis design Is based only upon parameters shown, and Is for an Indlvitluoi building component, not ��- a truss system. Before use, me bulltling designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPIt puoilty G1Bnb, pSB-09 and BCSI Building Component 69N PaAe East Blvd, Safoty Inloenatbnavollabletrom Truss Plate Institute, 218 N. Lee Sheet, Se 312, Alewantlrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19002464 2194777-GROZA HJ6 Diagonal Hip Girder �1 • 1 • Job Reference (optional) Builders First Source, Plant City, FL-32566. 8.240 a Dec'6 2019 MiTek Industries, Inc. Sal Dec 2810:00:51 2019 Page 1 ID:?RrVDIkAuFgVuVYAL75snbwON2-d4UGbJWUOuwnnFiFTg7uFSjVs4Szg3OPaYJobRNy4TPA _ Lx4 II 5 3x4 — NAILED NAILED NAILED 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe). Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ve I(LL) -0.02 6-7 >999 360 TOOL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.06 6-7 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.31 Horz(CT) 0.01 6 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.02 6-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical,2=473/0-10-15,6=302/Mechanical Max Horz 2=181(LC 22) Max Uplift 4=-152(LC 4), 2=-219(LC 4), 6=405(LC 8) Max Grav 4=170(LC 1), 2=473(LC 1), 6=303(LC 3) FORCES. (lb) -Max. CompJIvi Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-747/286 BOT CHORD 2-7=358/689, 6-7= 358/689 WEBS 3-6=-730/380 Scale = 1:22.3 Ia PLATES GRIP MT20 244/190 Weight: 38lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing. NOTES- 1) 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 152 lb uplift at joint 4, 219 lb uplift at joint 2 and 105 Ib uplift at joint 6. 6) "NAILED" indicates 3-1 Off (0.148"x2i") 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 (plo Vert: 1-4=-70, 2-5=-20 Concentrated Loads (Ib) Vert: 8=98(F=49, B=49)l0=-95(F=-47,B=-47) 13=-36(F=-18,B=-18) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARNING -WINI,desf9eparameferaandREAD NOTES ONTHIS MoINCLUDED AUEKREFERANCEPAGE UX74"..10IMMOISBEFORE USE. Design valid for use only with Mffeh® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. the building designer must verity the appllcoblllty, of design parameters and properly Incorporate this design Into the overall bwilding design. Bracing Indicated R to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stoblliN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatiom storage; delivery, erection and bracing of trusses and truss systems. SBeAN$l/lPll Quo Vty Cripple. DS549 and nut Building Component Safety nfomralbmvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexantlrio. VA 2314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type aY Ply . T79002465 2194777-GROZA WIT Diagonal Hip Girder 3 1 Jab Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Sal Dec 28 10:00:53 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmON2-aNc107ylwVBUOkPmywjx8aC%GfpxGMt73HhVFy4TP8 Scale = 1:20.9 ZIA = NAILED NAILED m NAILED 3x6 =5 5-0.15 4-9-2 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.07 6-7 >999 240 SCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(CT) 0.01 6 n/a r/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.03 6-7 >999 240 Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=167/Mechanical,2=510/0-10-15,6=331/Mechanical Max Hom 2=193(LC 4) Max Uplift 4=-143(LC 4), 2= 235(LC 4), 6=-124(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-852/329 BOT CHORD 2-7=4151787, 6-7=-41 W87 WEBS 3-7=0/260, 3-6=-834/439 NOTES- 1) Wind: ASCE 7-10; Vuit=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 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 Ib uplift at joint 4, 235111 uplift at joint 2 and 124 Its uplift at joint 6. 6) "NAILED" indicates 3-1 Od (0.148'x3') or2-12d (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: t-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=98(F=49, B=49) 10=95(F=-47, B=-47) 13=36(F=18, B>18) Thomas A Alhani PE No.39300 MTak USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 QWARNING- Verily dealgnparemetem and READ NOTES ON ME AND INCLUDED MREKREFERANCE PAGE MIL7473mv. leeMIN15 BEFORE USE. Design valid for use only with MrekS) connectors. This design Is based only upon parameters shown, Ond Is for on Individual building component not ��- a truss system. Before use. Me building designer must verify Me applicability of design parameters and propetly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of ndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTOW Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erectlon and bracing of trusses and truss systems. WOANSUIPII Quarry Criteria. DSB49 and SCSI Building Camponi 6904 Parke East Blvd. Safety Infdmsalkinavoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314 Tampa, FL 33610 Job Truss Truss Type City Ply T79002466 2194777-GROZA HJ31 Diagonal Hip Girder I t2 x 1 > Job Reference o floral Builders First Source, Plant City, FL-32566, 2x4 = B24USUeC a2U1BMIIeKMquSmea,ImC. bal UeGIO IU;UU:aUZUIU rdyn I ID:7RrVDIkAuFgVuVVAL75snbwON2-gowuNzWseapv9HgG60NOvVyk12k7K730J521 uwy4TPB LOADING last) SPACING- 2-0-0 CS'. DEFL in (too). Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) -0.00 2-4 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO We 0.00 Hom(CT) -o.00 3 file rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=21/Mechanical, 2=220/OA-9, 4=28/Mechanical Max Harz 2=81(LC 4) Max Uplift 3=-36(LC 19), 2=-145(LC 4) Max Grav 3=56(LC32). 2=220(LC 1). 4=56(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 2441190 Weight: 12lb FT = 20% BRACING - TOP CHORD Structural woad sheathing directly applied or3-0-11 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=4.2psb 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 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 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 36lb uplift at joint 3 and 145 lb uplift at joint 2. 6) 'NAILED' indicates 3-1 Od (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 front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanciii Lumber Increase=L25, Plate Increase=1.25 Uniform Loads(plt) Vert 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Thomas A. Albani PE No.39380 61iTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 QWARNING-Verify des19n Pramereme40READ NOTES ONTNISANOWCLUDEOM/lEKREFEMNCEPAGEMI474mmv. 10113,2015BEFOREUSE Design valid for use only with Mnek® connectors, This design Is based only upon parameters shown. and Is for an Individual building component, not ��- a hum system. Before use, the building dedgner must verity the cpplicabllity of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Add flonai temporary and permanent bracing MiTek' Is always required for stoblity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaton, storage, delivery, erection and bracing of trusses and husssystems, seeANSI/IPII CualNy CRedo. DS549 and SCSI Building Component 8 6904 Parke East Bbd. Safety Informatbinvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314, Tampa, FL.33t Job Truss Truss Type OfY Ply f T790024fi7 �J.IbSeferenca 2194777-GFIOZA HJ61 Diagonal Hip Girder 1 1 (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 2810:00:52 2019 Page 1 ID:?RrVDIkAuFgVuWAL75snbmON2-5B2fofX69C3dPbgfErPU w12ksEuotOjmPX8zpy4TP9 NAILED Scale =1:20.6 US = NAILED NAILED NAILED 7.5.0 9-1.9 7.5.0 1-B-9 Plate Offsets (XY)- [3:0-5-11 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) -0.13 2-7 >783 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.27 2-7 >384 240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.14 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.05 2-7 >999 240 Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. 6-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. fib/size) 4=98/Mechanical, 2=487/0-10-15, 5=417/Mechanical Mau Hoe 2=181(LC 4) Max Uplift 4=-76(LC 4), 2=-226(LC 4), 5=-187(LC 8) FORCES. file) -Max. CompJMax. Ten. -All forces 250 file) or less except when shown. TOP CHORD 2-3=-590/269 BOT CHORD 2-7=-319/530, 6-7=-311/605 - WEBS 3-7=646/455 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst 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 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 20.0psf 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 hearing plate capable of withstanding 76 lb uplift at joint 4, 226ib uplift at joint 2 and 187 lb uplift at joint 5. 6)'NAILED" indicates 3-1 Did (0.148'x3') or2-12d (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 (plo Vert: 1-4=-70, 2-7=-20, 3-6=-20, 5-6=-20 Concentrated Loads file) Vert: 8=98(F=49, 3=49) 10=-100(F=-52, B=-47) 13=-54(F=-36, B=-18) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWANNWG-VeN/ydeWgnpefemete..dREADNOTESONTN/SAND/NCLUDEDMREKNEFENANCEPAGEMIP74T3rev.1N 0158EFOHEUSE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the builtling designer must verify the appllcobYlly of design parameters and properly Incorporate this design Into the overall Wilding 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 stoblllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of pusses and hum systems. seeANSInPII Cua1M Ciliate, DSlA9 and ICSI Building Component 69M Parke East Blvd. Safety Infm omtbmN. vollable from Truss Plate Institute. 218 Lee Sheet. Suite 312, Alexantlrlo. VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79002468 2194777-GROZA K1 Root Special Girder 1 x 1 i 0 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:54 2019 Page 1 ID:7RrVDlkAuFgVuVVAL75snbmON2.2aAPDLZNhpJLeu 2LGRy4L7P1 f2EGpyODjOF1 iy4TP7 -1-5-0 3.1-7 6.2.14 7-7-13 1-5-0 i 3-0-7 3.1-7 1-5.0 NAILED Ara = NAILED 3.im 52 3 wen rn Scale =1:17.3 T re y 1° 9 10 NAILED NAILED 6 2x4 lI NAILED NAILED NAILED 2x4 = 2x4 = NAILED &1-7 ri2.14 3-1-7 3.1.7 LOADING (pi SPACING- 2-0-0 CST. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Verl -0.01 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Verl -0.02 6 >999 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.01 Horz(CT) 0.01 4 n/a n1a BCDL 10.0 Code FBC20177rP12014 Matrix-P Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=243/0-4-9, 4=243/0.4-9 Max Horz 2=-32(LC 5) Max Uplift 2=-127(LC 4), 4=-127(LC 5) Max Grav 2=334(LC 43), 4=334(LC 42) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-583/277, 3-4=-583/277 BOT CHORD 2-6=235/573, 4-6- 235/573 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. 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=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; 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 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 127lb uplift at joint 2 and 127 lb uplift at joint 4. 6) 'NAILED' indicates 3-10d (0.148"1 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 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: 1-3=-70, 3-5=-70, 2-4=-20 Concentrated Loads (III) Vert: 3=91(F=45, B=45) 6= 16(F=-8, B= 8) 7=98(F=49, B=49) 8=98(F=49, B-49) Thomas AAli PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date; December 28,2019 ,&WARNING-Verllydeslgnparametersend READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE MIF74"rev. f4NY101S BEFORE USE. Design valid for use only with Mgels9connectors. This design Is based only upon parameters shown. and Is for on individual building component, not �'- a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent coilopse with possible personal Nury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV(PIf GuolNNyy Cdhi OSE-89. and SCSI Building Componont 6904 Parke East Blvd. Safety Infammf onavollabie from Truss Rate InstlMe. 218 N. Lee Street Suite 312, Alexontltl¢ VA 22314. Tampa. FL 33510 Job Truss Thus Type Ob' Ply T19002469 2194777-GROZA V7 Valley i - { 1 • Job Reference o tional blunders First source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:55 2019 Page 1 ID:7RrVDIkAuFgVuVYAL75snbmON2-Wmkn0ha7S7RCG2ZEvzyBcZm30N7Gl9SNmuaBy4TP6 M = Scale = 1:7.8 5.00 F12 .9 2x4 i 2x4 Plate Offsets (X,Y)-- t2:0-3-0,Edgel LOADING (psi) SPACING- 2-0-0 CSI. IDEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Ved(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00. 3 Trio n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: ll Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=12214-1-8, 3=122/4-1-6 Max Hom 1=12(LC 12) Max Uplift 1=-42(LC 12). 3=42(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-10 of puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(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 3) Gable requires continuous bottom chord bearing. 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 42 lb uplift at joint 1 and 421b uplift at joint 3. Thomas A Albani PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 ,&WARNING- Verify design parameters and READ NOTES ON THIS ANDWCLUOEOM?EKREFERANCE PAGE W74YJrev. ldN=IS BEFORE USE. Deign voild for we only with MBek®connectors.IDis deign Is based only upon parameters shown. and Is for an Individual buldrng component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate Mls design Into the overall bunOing design. Bracing indicated 6 to prevent buckling of Individual Inds web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stablllty antl 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 seeANSVIPII QuaTy Cm•da. DSB49 and SCSI building Component Safety Informatbmvolloble from Truss Poe Institute, 21B N. Lee Street Sulte 312. Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19002470 2194777-GROZA V2 Valley Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 i 8.240 s Dec 6 2019 MiTek Industries, Inc. Sat Dec 28 10:00:56 2019 Page 1 ID:7RrVDlkAuFgVuVYAL75snbmON2-_yl9eOadDOZ3tC80ThUO9mCrf roekjYJhOVM6ay4TP5 5.00 FIT Scale =1:6.9 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=56/1-11-6, 2=44/1-11-6, 3=12/1-11-6 Max Horz 1=30(LC 12) Max Uplift 1=-17(LC 12), 2=-36(LC 12) Max Grav 1=56(LC 1), 2=44(LC 1), 3=25(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or W-0-0 oc bracing. NOTES- 1) 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; MW F.RS (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) Gable requires continuous bottom chord bearing. 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 20.0psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17111 uplift at joint 1 and 361b uplift at joint 2. Thomas A Albanl PE No.39380 MiTek USA, Inc, FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARNING -Verlrydeaignp.remerersandREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM6T4M..iNWt01SBEFOREUSE. Design valid for use only with MBek® connectors. This; design Is based only upon parameters shown. and Is for an Indlvlduol building component, not a truss system. Before use, the building designer must verify the appllcoblllty of design parameters and properly Incorporate this design Into the overall bYliding design. Bracing Indicated is to prevent buckling of lndNidual truss web and/or chord members any. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, denWry, erect and bracing of Passes and truss systems, WeANS171PT Quality CMs da, Dli and BCSI Bull Component 6904 Parke East Blvd. Scfo [nfamolbnwafloble from Truss Plate Institute.218 N. Lee Street. Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Oty Ply t T79002471 2194777-GROZA V3 �Tniml Valley r 1 Ir Job Reference (optional nullaers rust source, clam cny, rL - bzobb, 8 d 3x6 = 5.00 F12 2 2x4 i a.29U s uec o 2111 V ml I ea InUUStnea, Inc. Jar Vec zo I a:oa:aa zU ro ragU , ID:?RrVDIkAuFgVuVYAL75snbmON2-_y19eOadDOZ3tC80ThU09mCosTm2kjYJhOVM6ay4TP5 3 4 2x4 2x4 11 Scale =1:7.6 4-0-0 Plate Offsets(AY)-- f2.0-3-00-2-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 4 n/a I BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: ll Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-" oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=140/3-11-6,4=140/3-11-6 Max Holz 1=27(LC 12) Max Uplift 1=-43(LC 9), 4=-57(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterfor(2) 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 ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 joints) 4 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1 and 57 lb uplift at joint 4. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 28,2019 AWARNING - Verify deslgnparametemendREAONOTES ONTN6ANOINCLUOEOMITExREFERANCEPAGEMIP74Mmv.1N0.Y2015BEFORE USE Design valid for use only with MRek® connectors. fib design is based only upon parameters shown, and Is for on IndMdual building component, not a muss system. Before use, the bulltling designer must vei fy the oppllcoblllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Indvidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and hum systems, sooANSViPII Quality Cribber, DSB419 and SCSI Suld6sp Component 69N Parke East Blvd. Safety lnformutlonavolloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 3361 D Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1/ldr For 4 x 2 orientation, locate plates 0-11id from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details avalllable in Mlrek 20/20 software or upon request. PLATE SIZE Y 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 -7 Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if indicated. 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, Gulde.to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-4-8 I dimensions shown Inf}sixteenths t scale) II ---II (Drawings not o scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/FPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MI Engineering Reference Sheet: MII-7473 rev. 10/03/2015 JA General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 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 ANSIf PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI7rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unlessexpressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.