The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPPERWORKltl� lt0 'M!Tek® J37714 - Frade Res 1 Site Information: Customer Info: Upstate Builders �. Lot/Block: Address: XXX City: Port Saint Lucie Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY St. Lucie County MIlTek USA, Inc. 6904 Parke East Blvd. Project Name: Frade Res Model: Tampa, FL 33610-4115 Subdivision: State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. fi ame: License #: ddress: ty: _ State: eneral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 57 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name 1 T18223863 A01 G 9/27/19 23 T18223885 B01 G 2 T18223864 A02 9/27/19 24 T18223886 B02 3 T18223865 A03 9/27/19 25 T18223887 B03 4 T18223866 A04 9/27/19 26 T18223888 B04 5 T18223867 A05 9/27/19 27 T18223889 B05G 6 T18223868 A06 9/27/19 28 T18223890 C01 7 T18223869 A07 9/27/19 29 T18223891 CO2 8 T18223870 A08 9/27119 30 T18223892 CO3 9 T18223871 A09 9/27/19 31 T18223893 C04 10 T18223872 A10 9/27119 32 T18223894 C05 11 T18223873 All 9/27/19 33 T18223895 C06 12 T18223874 Al2 9/27119 34 T18223896 C07 13 T18223875 A13 9/27/19 35 T18223897 C08G 14 T18223876 A14 9/27/19 36 T18223898 D01GE 15 T18223877 A15 9/27/19 37 T18223899 D02 16 T18223878 A16 9/27/19 38 T18223900 D03 17 T18223879 A17 9/27/19 39 T18223901 D04 18 T18223880 A18 9/27/19 40 T18223902 D05 19 T18223881 A19 9/27/19 41 T18223903 PB1 j20 T18223882 A20 9/27/19 42 T18223904 P32 21 T18223B83 A21 9/27/19 43 T18223905 PB3 02 T18223884 A22G 9/27/19 44 T18223906 PB4 ti 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not takeninto 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 u the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. Date 1 r I U41/ IN VFW 82 * • X_ 'A E OF :�441 2ru I•UGC,♦♦♦ 6634 33610 September 27,2019 Velez, Joaquin 1 of 2 It RE: J37714 - Frade Res Site Information: Customer Info: Upstate Builders Lot/Block: - Address: XXX City: Port Saint Lucie Project Name: Frade Res Model: Subdivision: No. Seal# Truss Name Date 45 T18223907 V4 9/27/19 46 T18223908 V8 9/27119 47 T18223909 V10 9/27/19 48 T18223910 V12 9/27/19 49 T18223911 V12A 9/27/19 50 T18223912 ZCJ1 9/27/19 51 T18223913 ZCJ3 9/27/19 52 T18223914 ZCJ5 9127/19 53 T18223915 ZEJ6 9/27/19 54 T18223916 ZEJ7 9/27119 55 T18223917 ZEJ7A 9/27/19 56 T18223918 ZHJ6 9/27/19 57 T18223919 ZHJ7 9/27/19 State: FL 2of2 Job fuss Truss Type pry Ply T18223863 J37714 1G ROOF SPECIAL GIRDER 1 1 �Refemnw a lions, 4x6 = 2x4 II 1 25 26 27 2 28 29 30 a.d4u s Jal JR zot a Mu ex Ulausmes, Ine. Fri Sep Z/ UI :W:23 2D19 Pagel 2x4 II 3x10 = 34 = 3x12 = 2x4 II 34 = sse = 6.00 12 313 32 33 4 5 3d 35 al) 6 xT nA ] n w' 9 Stale =1:]1A Omni I w 21 42 43 4d 20 45 46 4719 48 49 16 50 1751 52 16 53 54 55 15 14 56 57 13 12 2x4 II Us = 2x4 11 6x10 = 34 = 2x4 II axe = 5x5 = 3A 34 — 3x6 II WIND DESIGN USING MVJFRS ONLY, PER FOR REQUEST. TYPICAL. 424F8 51141 ttq-03 t]-0O 2}}] Ht-1 J508 464-0 Stt-tt SRl 583 511-] M7;1 Stt-T 538 11 Plate OBsets (X.Y1— r9:o-60 0-2-9) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) 0.17 13-14 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.33 BC 0.67 Vert(CT) -0.2013-14 -999 180 BCLL 0.0 ' Rep Stress Ina NO WB 1.00 Horz(CT) 0.05 12 Na n/a BCDL 10.0 Cade FBC2017/rP12014 Matrix -MS Weight: 231 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 9-11: 2x4 SIG No.2, 4-8: 2x4 SO 270OF 2.2E BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 5-18,10-12: 2x6 SP No.2 REACTIONS. (III/size) 21=1131/Mechanical, 18=4498/0-e-0, 12=177610-8-0 Max Ho¢ 21=194(LC 8) Mm Uplift 21=332(LC 4), 18=2022(LC 8), 12=947(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-21=-1026/383, 1-2=1088/300, 2-3=1088/300, 3-5=852/2025, 5.6=-852/2025, 6-7=2418/1501, 7-9=2418/1501, 9-10=2261/1289 BOT CHORD 19-20=0/386, 18-19=0/386, 16-18=641/1042, 14-16=641/1042, 13-14=-101111918 WEBS 1-20=333/1217, 2-20=923/508, 3-20=398/948, 3-19=0/350, 3.18=-2746/950, 5-18=907/495, 6-18=-359211934,6-16=-124/374, 6-14=826/1621,7-14=935/522, 9-14=385/585, 10-13=-974/1824,10.12=-1698/848 Structural wood sheathing directly applied or 2-11-6 oc pudins, except end verticals. Rigid ceiling directly applied or 5.104 oc bracing. 1 Row at midpt 3-18, 6-18 NOTES - I) Wind: ASCE 7-10: Vuft=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cal. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantileverright exposed ; porch right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rent 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 fd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) provide mechanical connection (by others) of truss to beading plate capable of wtthstanding 3321b uplift at joint 21, 2022 he uplift at joint 18 and 947 lb uplift at joint 12. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 lb down and 152 lb up at 0-11-12, 166 lb down and 155 lb up at 2-11-12, 1661b down and 155 lb up at 4-11-12, 166 lb down and 1551b up at 6-11-12. 166 lb drum and 155 Ib up at 8-11-12. 166 th down and 155 lb up at 10.11-12, 166 lb down and 155 lb up at 12-11-12, 166 lb down and 1551b up at 14-11-12, 1661b down and 1551b up at 16-11-12, 1661b down and 1551b up at 18-11-12, 1661b down and 155Ib up at 20.11-12, 1661b dove and 1551b up at 22-11-12, 1661b down and 1551b up at 24-11-12, 1661b down and 155 Ib up at 26-11-12, 1661b down and 155 lb up at 28-11-12, 1661b dawn and 1551b up at 3D-11-12, and 1661b down and 1551b up at 32-11-12. and 230 It, down and 284 lb up at 35-0-8 an top chord, and 551b down at 0.11-12, 51 lb down at 2-11-12, 51 Ile down at 4-11-12, 51 Ite down at 6-11-12, 51 It, dawn at 8-11-T2, 51 He down at 1a11-12. 51 lb down at 12-11-12, 51 lb down at 14-11-12, 621b down at 16-11-12, 89 Ill down at 18-11-12, 891b down at 2(M 1-12, 89 It, down at 22-11-12, 891b down at 24-11-12, 89 Up down at 26-11-12. 89 Ib down at 28-11-12, 89 He down at 30-11-12. and 89 lb down at 32-11-12, and 300 He down and 581b up at 34-11-12 on bottom chord. The gesigNseleaion of such connection device(s) is the resoonsibil8v of others Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: Seotember27.2019 ;antinkea an age 2 ZWAR N -verily doslgn a.d READ NOTES ON THIS AND INCLUDED MITER REFERENCE parameters PAGE MIIJ473 rev. 1010343015 BEFORE USE. Design valid Ionise onbwM NSTeMpconned0ls. Ibis design Is based dry upon parameters shoam, and is loran NOlvtlual buiNing mmporent, not eeusssdesignB rnedleg ndwidupGrabMyor design Mersand plapeMAeonaatAporan, reeuse,Need isleMod xperolM1eovara b ginsrae eredfodngbdiratedispr ewmapsis pMlndividuMausswebnal uryan cnoNmembnsge. Adeneudg MOW vent wn sydems,we pmpeMdamage. ldanceryaed ngtheeMdarnlg F r9ardSNe Isehailer.Menge. raker, erediopMdbrcaell dUrsses And tUssie uany Cessna, DS llaualiry Cdteds, pa9a9and BCal aullding Component rabdmestUddhon d roery,ereen Tens bmUm3arbuss1 N. Lee Shedemae 31 Alexandra. SMerylNOnll014n'6vallable f,an Truss FlMe InMANa.218 N. Lee SIreM, Suite 312 Alazendda, Vg2231d. 690eP�36610 Tamp; R 36610 ob vss Truss Type Dry=PlyFmdeT18223864 137714 02 ROOF SPECIAL 1eet snarl Last uoasi Iwas. 6 m. name, rl dAvA , 524U s Jul 14 2019 MTek Industnes, Inc. Fri Sep 27 06:38:242019 Page 1 ID:SjhL6KOyBSM7CWTbmNoZwPQB54nLC5PnU1 B 1 nT4Fm7jFKUi4cR4jRyJlTeumyryZW3D 11-7-13 2524 ID41z4o1-8a 543 S83 I 7.10-4 I bl Scale=1:71.6 5s8M18SHS = 3x4 = 3x4 = see = 44 = 2.4 II 2 21 3 4 5 6 7 SO0 12 4x4 = 15 5x5 = 14 '- 12 " 3x4 = 34 = SAID = 3,13 = 4x4 — ass = axis If a248 M12 t]<0 25.24 33419 40-0-0 40,9.0 salz I asa I 7na4 I 7-ta4 I M I Plate Offsets (X,Y)- 17:0-6-0,0-2-81, 115:D-2-0,0-2-121 LOADING (psq SPACING. 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) 0.20 13-15 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.2616-17 >807 180 Mi8SHS 2441190 BCLL 0.0 Rep Stress Ina YES VVB 0.71 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 231 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 20 SP No.2 BOTCHORD WEBS 2x4 SP No.3'Except' WEBS 5-15,8-10: 2x6 SP No.2 REACTIONS. (lb/size) 17=711/Mechanical, 15=261210.8-0, 10=1285/0-8-0 Max Horz 17=249(LC 8) Max Uplift 17=160(LC 4). 15=1110(LC 8), 10=-708(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-489/63, 35=225/759, 5-6=-957/772, 6-7=957f772, 7-8=1440/878, 8-9=-214/259 BOTCHORD 16-17=0/584, 15-16=01349, 13-15-759/474, 11-13=-613/1154, 10-11=254/286, 9-10=-254/286 WEBS 2-17=644/175, 3-16=-15/405, 3.15=1274/317, 5-15=1639/848, 5-13=-1157/1992, 6-13=746/300, 8-11=453/874, 8-10=1225/589 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 RON, at midpt 3.15, 5-13, 7-13 NOTES- i) Wind: ASCE 7-10; Vuft=16Omph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf h=17ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever right exposed ; porch right exposed; Lumber DOL=I S0 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 160 lb uplift at joint 17, 1110 lb uplift at joint 15 and 708 Ib uplift at joint 10. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL C9rt 0034 6904 Parks East Blvd. Tampa FL 3361D Date: September 27,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEa REFERENCE PAGE MII-7473 rev. lM3a0r5 BEFORE USE. Designward mruseonrywbh MTek®connectom.Thisdesignisbasedonyuponpa MOem shown, and Isforan Individual burcingoomponent nor a Wss system.Serve use,the bulking dedgnamudwdfy NeappRr layor&SppmamMen endpmgedy Nmrporwealbdeep NIONe overall ��-��•YYY buildingde9gn. Brazing IndicatedIs to prevent buckling of MOMdual truss web Singer chord members ony. Addbionalwe'raryeldpermanenlbracNg MiTek' Is always re fiedair Mabllry and to gravers mllapsewdh Posslble personal lnjuryand property damage. Forgenerdlgukanwregardingthe fabdeaaon,storage, d80very. auction and bndng ofiruseea and buss systems,see ANSVWI1 poorly CNrede, DSB49 end SCSI BUIIdIng Component 6904 Parke East Ingo. Stlelylnbllllafion SV ble (rum Tmsa Rge I Oo.218 N. Lee 9 d, 6 fte 312, NemdA , VA22314. Tampa. FL sesio ob toss Truss Type Oty Ply Frade Res T18223865 J37714 03 ROOF SPECIAL 1 1 Job Reference (optional) Lear Coast truss, Ft. VHNW, FL J494b 3.4 I 3x4 = 1 2 22 U.24U s JUI 142019 M7ek Industries, Inc. Fn Sep ZT W:3B:252U19 3x4 = 3x6 =4x8 = 2x4 II 5x8 = 3 4 5 6 23 7 Scale=1:71.6 4x4 = 3x4 = Sx5 = 34 = Us = Sidi = 3x4 = 4x6 =3x6 = 42a se•u ne-o 24,e, 2e 31-0E 4040 4a0 6F12 I as4 sloe sto4 Plate Offsets (X,Y)— 17:0.6-0,0.2-8), (16:0-2-4,0-2-121 LOADING (part) SPACING- 2.0-0 CSI. OEFL. in (loc) Video L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.60 Vert(L-) 0.32 11-12 >853 240 MT20 2441190 .TCDL 15.0 Lumber COL 1.33 BC 0.73 VerbCT) -0.31 11-12 >903 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Hoa(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 247 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Excepl' 5-16.9-11: 2x6 SP No.2 REACTIONS. (III/size) 18=704/Mecharical, 16=262510-8-0, 11=1279/0-8-0 Max Harz 18=304(LC 8) Max Uplift 18=-169(LC 4), 16=1101(LC 8), 11=705(LC 8) Max Gmv 18=731(LC 14), 16=2625(LC 1), 11=1279(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-16, 5-14, 7-14 FORCES. (Ib)-Max. Comp./Max. Ten. -All farces 250(I1b) Or less except when shown. TOP CHORD 2-3=-068/67, 3-5=158/662, 5-6=634/597, 6-7=634/597, 7-8=1 1881824, 8-9=-275/362, 9-10=-274/266 BOT CHORD 17-18=0/554, 16.17=0/351, 14-16=662/462, 12-14=-489/987, 11-12=-618/1148 WEBS 2-18=-6321171, 3-17=2/423, 3-16=1179/282, 5-16=1634/856, 5-14=-977/1676, 6-14=-657/267,7-14=457/253, 7-12=318/362,8-12=280/165,8-11=-1236/511. 9-11=435/134 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf, h=17fi; B=45fi; L=4211; eave=511; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directions]); cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 rd between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 169 Ib uplift at joint 18, 1101 Ib uplift at joint 16 and 7051b uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, Joaquin Velez PE No.68182 INTO USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING- Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-0473.110J034015 BEFORE USE. Design valid foruse oni wile MTeI® comeatem This design is based only Wonpwamelers Shown, and is for an IMiddual bugding mmpo gent, nett �• a busssystem BMmeuse,thebuddingde9gnermusty ytMappUcabMyofdesign RmmetersendpmpeMbwrponde Nisdesignmtothemwmli bulldNg design. Bracing Indicated is to present bucFJing of Ndmdualbuss web ending Mond members ony.Add'Obnal temporarymM gelmaneN bracing M!Tek' Is amen, required /or.laGllay auto present wgapsawM possible personal In)uryand prepedy damage. Far general guidawe regarding Ne fabdcaaan. #usage. delivery,eredion and bmdm3 a/trusses end truss systems, sea ANSmenQ.arlty Criteria, DSBA9 and BLS] Building Component 6904 Parka East 13W. Sarorylnformediln a bblelmm Truss PNtelnSaute,218N.Lae Street,Suee312,AIexandde,VA22314. Tampa, FL 35610 ob Truss Truss Type Cry Ply Frade Res T78223B65 J37714 04 ROOF SPECIAL 1 1 Job Reference lootionall vea, ,,vac, r,. ........oyyna _ O.G9U S JUI 19 LUle col l eK rxUSUIee, UC. rrl Jep G I ut:oix,S, LUIa Scale =171.6 3.4 II 3x4 = 3x4 = 36 = Ix6 = 2x4 11 5.5 = 0 1d, 3x4 = 3x4 = 5x5 = 34 = 34 = 3x4 = 4x4 = 3x8 sB = 3x6 II zda IIJTtt nao z3.24 298a 3484 V12 46e0 I aalz I aw I st64 I stcb I sT-1z i sT-1z o&b—� Plate Offsets KY)- 17:0-6-D.o-2-81, m:9-2-4,0-2-121 LOADING (psf) SPACING- 2-M CSL DEFL. in (loc) I/de8 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(LL) -0.14 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.72 Vert(CT) -0.2718-19 >762 180 SCLL 0.0 ' Rep Stress Ina YES WB 0.80 Holz(CT) 0.02 11 rda n/a - - - - - BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 266 US FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 5-17.9-11; 2x6 SP No.2 REACTIONS. (lb/size) 19=695/Mechanical, 17=2640/0.8-0, 11=1273/0-8-0 Max Hom 19=359(LC 8) Max Uplift 19=170(LC 4), 17=1110(LC 8), 11=693(LC 8) Max Grav 19=748(LC 14), 17=2640(LC 1), 11=1273(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid Ceiling directly applied. WEBS 1 Row at midpt 2-19, 3-17, 5-15, 7-15 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=407/58, 3-5=131/592, 5-6= 389/454, 6-7=389/454, 7-8=1010P01, 8-9=1439/882 BOT CHORD 18-19=0/505, 17-18=0/330, 1&17=592/490, 13-15=329/804, 12-13=647/1189 WEBS 2-19=594/160, 3-18-1/446, 3-17=1121/267, 5-17=1638/881, 5.15=884/1483, &15=541/218, 7-15=-626/353, 7-13=367/398, 8-13=-469/'J89, 9-12=540f1098, 9-11=1186/595 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=17tt; B=45ft; L=4211; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional); Cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL-1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-0-0wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 170 lb uplift at joint 19. 1110 ID uplift at joint 17 and 693 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING Verily design pammelws and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE MIIJ473 rev. 10,034015 BEFORE USE. Design valid for use only wah MTek® ow nesors. This design is bash only upon pwamsers shown, and IS for an Indnidual bue3ng rompmwn, not a Wss system. Hands use, the building designer must verilythe applicability of design parameters and pmpe,y Noolporste this design OR, the overall bUldhgdasgn. Bracing indicated is to prevent buckling oflndividual Wss web motor choNmembers only, Addgleslempooyandpmmanentbmdng MiTeK Is always required for sUbllily and to prevent collapse with possible personal lNmy, and popery damage. Forgeneralguidaroaregardi,flu. Iebmagom snags, delivery, emdlon and boning ofWsses and Wss Systems, see ANSrI I Dually Cdfeds, DSB 9 and BCSI Building Component 690e Pao East Bind. Sarefylnr9rmatl9n avalablefmm TmSIRi lnMO.,218NLea6 d.Sutle312,Nemm .VA22314. Tempe,R 36610 Job Truss Truss Type all, Ply Fraw Res T182238G7 J37714 A05 HIP 1 1 Job Reference (optional) E2st coast INes, 1-t. Ylerce, VL" 04S 1,1172 5x5 = 2i4 II 3x8 = 2x9 1 II 2 3 2526 4 i 8.240 a Jul 14 2019 MTek 2x4 113x6 = 3x4 = 5x5 = 5 B 7 27 8 Inc. FA Sep 27 06:38:29 2019 Page 1 a 3x4 II 4x4 = 6x10 = 4xis = 3x8 = 4x4 = 3x8 II 428 a -+a 1a 1o17 1r.a 2r.oa aa+1 4b 40,8,0 l a-1aI rnr I e¢-z sea I ras s.11-1s 6� Scale =1:74A Plate Offsets (%,Y)- 12:0-2-8,0-2-01,18:0-3-0,0-2-8j, 120:0-3-15,0.2-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Vert(LL) 0.37 14-16 -740 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.77 Vea(CT) -0.4514-16 .612 180 SCLL 0.0 ' Rep Stress Ina YES We 0.88 Horz(CT) 0.02 12 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2991b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-18: 2x4 SP No.3 WEBS 2x4 SP No.3'Except' WEBS 17-20: 2x4 SP No.2, 5-16,10-12: 2x6 SP No.2 REACTIONS. (lb/size) 21=673/Mechanice1, 16=2716/D-8-0, 12=1242/0-e-0 Max Horz 21=-391(LC 8) Max Uplift 21=137(LC 4), 16=1175(LC 8), 12=668(LC 8) Max Grav 21=751(LC 17), 16=2716(LC 1), 12=1242(LC 1) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=359/85, 3-0=368/92, 4S=-122/607, 5-7=122/607, 7-8=-579/583, 8-9=-811/574, 9-10=1411/850 BOT CHORD 20-21=80/378, 3-20=519/258, 16-17=0/366, 13-14=618/1168 WEBS 2-20=-124/621, 17-20=13/340, 4-20=57/264, 4-16=1167/269, 5-16= 498/207, 7-16=-1353f756,8-14=-295111,9-14=661/508, 2-21=638/153, 10-13=-511/1088, 10-12=1144/555, 7-14=570/877 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 18-20 1 Row at midpl 4-16, 7-16, 9-14 NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.Opsf; h=1711; B=4511; L=24ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Cantilever night exposed ; porch right exposed, Lumber DOL=1.60 plate gap DOL=1.6D 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 lost 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 Wit fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 137 Ib uplift at joint 21. 1175 No uplift at joint 16 and 668111 uplift at joint 12. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Value PE No.68182 MTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING- Verity design Paramefen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA BE MII-0473 rev. 1001312015 BEFORE USE. Design aad for use any with MrIeWismaotna.The design is based only upon peremders shorn, and is for an bMirkual buad'ig componea NO a Miss system Before use, the bidding desgner must Ved, me appkrability of design pammelers and properly kcorporete Nis design into the orerdl :Wkinp desgn. BrazlnpiMiraed lsto preeem buckling of NdMdual Wsswab aM/or Math members ony.Add'abnaltemporzryeMpermanembracNg WGIC Is akrays requaed for steEilay and to preset collapse with ponsde personal muryand property damage, Forgenamlguk dderegami,gthe tabdcaaan,engage, did,m%ryAgenda and binding ofbuaeee age Wss systems,see ANSg IO.ony Crihd4DS"S.dBa$Bugd/ng Component 6904 PaMS East Blvd. Sareylnlormalbn avapable horn Truss Plate InsdNe, 210 N. Lee Sheet, SULe312, Alexendda, VA22314. Tanga. FL 36610 Job Truss Type Cry Ply Frade Res PS T18223868 J37714 HIP 7 1 Job Reference Innlinnall 2-1NA 1nI35 +_ 1. TJ- 6.00 12 5x5 _ 2x4 II 3x8 = 2 3 2526 4 Axis 6.24U S Jul 14 ZUlU MI IEK InOUSUle9, IDn. YO 5XBM18SHS = 2z4 axe = 5 6 7 06:35:30201U 2x4 11 19 18 17 18 14 3x4 = 12 3x6 2x4 11 4x4 = 6xIG = M = 3x4 = 44 = 42o }141 141 1t-a 401 70.11aa I tA372-T842TM 4o4a 4geA Scale=1:74.2 Plate Offsets(X,Y)— 12:0.2-8,0.2-4l,(7:0-6-00.2AI f20:0.3-40.2-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vide8 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) 0.16 14-16 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(CT) -0.17 13-14 ' >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Hoa(CT) 0.03 12 Na ma BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 30816 FT=O% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied. Except: 3-18: 2x4 SP No.3 1 Row at mitlpt 3-20 WEBS 20 SP No.3 *Except' 10-0-0 cc bracing: 18-20 17-20: 2x4 SP No.2, 5A6,10-12: 2x6 SP No.2 WEBS 1 Row at mitlpt 4.16, 5-16, 7-16, 8-14 REACTIONS. (lb/size) 21=660/Mechanical, 16=273910-8-0, 12=123310.8-0 Max Ho¢ 21=-391(LC 8) Max Uplift 21-91(LC 8), 16=1197(LC 8), 12=-659(LC 8) Max Greg, 21=765(LC 17), 16=2739(LC 1), 12=1237(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-2=392/80, 2-3=312/100, 3-4=317/104, 4-5=80/538, 5-7=-80/538, 7-8=536/466, 8-9=-1187/811, 1-21=720/114 BOT CHORD 20.21=174/390, 3-20=-440/218, 16-17=0/377, 14-16=62/399, 13-14=359/864, 12-13=577/1109 WEBS 17-20=0/363, 4-17=0/251, 4-16=.1080/272, 5.16=727/293, 7-16=1381/842, 7-14=596r724, 8-14=696/512, 8-13=324/344, 9-12=1315/582, 10-12=344H 30, 1-20=67/532 NOTES - A) Unbalanced roof live loads have been considered for this design. , 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf h=17ft; B=45ft; L=240; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever right exposed ; porch right exposed; 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) Plates checked for a plus or minus 0 degree rotation about 8s center. 6) This truss has been designed for a 10.0 Pat bottom chord Ilve load nonceneurrent 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 24)-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to hearing plate Capable of withstanding 91 lb uplift at joint 21, 1197 lb uplift at joint 16 and 659 lb uplift at joint 12. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2°gypsum sheelrock be applied directly to mbottom chord. ose Joaquin Velez PEND.68182 q MITak USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: September27,2019 ®WARNING-Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-74I3-, I0,0342015BEFOREUSE �� Design valid Car use Only Won MITIOM contactors. This design is based any upon paremelem shown, antl is for an intlivkual building wmpanenl not a trues system. Before use, Me building dossier must verity ne applivextdy ofdesign parameters antl properly noorporele nis design tra0 Me o Gtl Mal' l bulMingdedgn. BrachghNcatedlstopremntbur gofh"dual WaswebanN0rctlommembersony. Adtleonalagn,raryand permanendonxng Mel( always Round far slebililyand to premix coaapsewNt pussiMe personal Ilion, and propeMda nege. Far general g i danm regaining ne fabrication, stomge,deraer,, erection and trading dignities ant Wss systems, we ANSI?Plf Doggett,Cdhda, DS"9 end Best Building Component 6904 Para East Evil SARdlyingstnadon avagdMe flan Tmsa %ale Instbne, 218 N lee Street, Su,1a J12 Alexantlda, VA 2231d. Tampa, R. MID ob Truss Truss Type Oty Ply Freda Res T78223870 J37714 08 HIP f 1 Job Reference (optional) qst UO.Sl trues, rL rremQ rL 44d4b a.L9Vs4u,1gzuIe MllexmauldneQlnC. rn Oep L/w;Jo:jzzuiv regal ID:SjhL6KOyB8M7CWThmNoZw PgB5-3JgDV8tV8alfRISN6ot7fA2R7gkBJXfTJugCEOyZWJ5 31-e G11-0 1:22-2 17d0 21-0 23-W4 5435 TUN 31-0 }lOd I i2-I to St-14 3$e 7.10.6 510.7 -a3 56 = 9.00 12 3x4 = 2.4 II 5,05 = 3 25 26 4 5 6 44 2x4 II ---19 18 17 16 13 12 axe 3x4 II 3x8 = 3x6 - 3x6 - us = 4x6 = 6x10 42da Std q-tA 6-ttd 17i 2&10.14 41" 40.g0 }1�d91 x-1ae 1.11414 t1-Sx scale=1:79.4 1d Plate Offsets (X Y)- 13:0-2-8 0-2-41 (6:0-3-0 0-2-8j 120:0-5.1 0-3.2j LOADING (par) SPACING. 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) 0.70 13-16 >393 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 SC 0.99 Vert(CT) -0.8413-16 -327 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Horz(CT) 0.02 12 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 323 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure) woad sheathing directly applied, except end ver8cals. BOT CHORD 2x4 SP N0.2'ExcepC BOT CHORD Rigid ceiling directly applied. Except: 2-18: 2x4 Sp No.3, 15-19,11-14: 2x4 SP No.1 1 Row at midpt 2-20 WEBS 2x4 SP No.3 *Except' 6-0-0 oc bracing: 18-20 17-20: 2x4 SP No.2, 5-16,10-12: 2x6 SP No.2 WEBS 1 Row at midpt 3-20. 3-17, 4-16. 5-16. 6-16. 6-13 REACTIONS. (lb/size) 21=642/Mechanical, 16=2770/0.8-0, 12=122010-8-0 Max Hoa 21=391(1_C 8) Max Uplift 21=-69(LC 8), 16=1236(LC 8), 12=-642(LC 8) Max Grav 21=793(LC 17), 16=2770(LC 1). 12=1223(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=406(/5, 2-3=381/180, 3-4=-279/173, 4-5=17/487, 5-6=17/487, 6-8=1029/900, 8-9=963/664, 9-10=388/450, 10-11=388/328, 1-21=748/90 BOT CHORD 20-21=248/387, 2-20=331/189, 16-17=133/443, 1346=146/339, 12-13=-511/1065, 11-12=264/317 WEBS 17-20=01542, 3-17=334/117, 4-16=1056/327, 5-16=399/126, 6-16=1323l749, 6.13=1076/1369, 8-13=4399/385,9-13=352/247, 1-20=0/520,9-12=998/298, 10-12=540/175, 4-17=87/491 NOTES - III Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 6) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 69111 uplift at joint 21. 12361b uplift at joint 16 and 642 Ib uplift at joint 12. 9) This truss design requires that a minimum o17116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Voles PE No.68182 MiTok USA, Inc. FL Cart 8034 6904 Parka East Blvd. Tampa FL 33810 Data: September 27,2019 ®WARNING-V H, deB nParamelenand READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Mll-7473 rev. 1003aO1s BEFORE USE. Design valid far use onywdh MTek®canneCers. This design is based Only uponpsrsmMers shown, and Is reran Individual building component, no awls system. Befarouse. the building designer mulvenythe sppbsiciRy ofdwign paranbder, and propedyinco,date this design Ototbe overell IMF 01 bwleingdesign. Bracing irMiCkad is to prevent buGWg of lndrvMual Was web antler MOM members ony. AMIMAreltemplaryarMpermanentbracing MiTek' Is always Mulled for Stability and to prevent mgapse win possible personal rJuryand property damage. Forgmerance dlguldregardilglhe rabritaligM1 storage, degvery, erection and bracing Wbuasea and Wss systems.see ANSUTPH Quality Cdtada, USB419 andBCS1 Building Component 6904 Part Fast BW. SMetylnhrmNon avagable hen Tm1s relate Insgte, 210 N. Lee Sbeel, suae 312. Alexandria, VA22314. Tampa FL Settle Db russ Truss Type Ory Ply Frade Res T18223871 J37714 9 HIP 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5x5 = 6.Go 12 3x4 = 2.4 It Sx5 = 44 8 240 s Jul I4 2OIg MiTek Industries, Inc. Fri Sep 27 06:38:332019 2x4 II 19 16 17 16 13 12 axis 3x4 II 4x8 = sire _ axis = Axe = Bsio = 44 = 4248 31-0 /-1-0 G11A &1tb t)de 26We 30.95 404d 40g0 1 3tL %:51 aIFe 12.ap I 642 I 1t814 6.ta7 561t Smile =1:79A td 1d Plate Offsets (X,Y) - 13:0-2-8,0-2<I, 16:0.3-0,0-2-8),120:0-2-12,0.2-81 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in local Vde8 Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Ven(LL) 0.70 13-16 >393 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) -034 13-16 >328 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 HOR(CT) 0.02 12 Na n/a BCDL 10.0 Code FBC20177TP12014 Matrix -AS Weight: 3231b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 'Except' 2-0-0 Be puffins (6-0-0 max.): 3-6. 2-18: 2x4 SP No.3, 15-19,11-14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 *Except- 1 Row at midpt 2-20 17-20: 2x4 SP.No.2, 5-16,10-12: 2x6 SP No.2 641-0 oo bracing: 18-20 WEBS 1 Row at midpt 3-20, 3-17, 4-16, 5-16, 6-16, 6-13 REACTIONS. (lb/size) 21=642/Mechanical, 16=2770/0-9-0, 12=122010-8-0 Max Hoa 21=-391(LC 8) Max Uplift 21=70(LC 8). 16=1235(1_C 8). 12=643(LC 8) Max Grav 21=793(LC 17), 16=2770(LC 1). 12=1223(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 1-2=-406/76, 2-3=385/180, 3-0=279/173, 4-5=20/487, 5fi=20/487, 6.8=-1030/901, 8-9=-963/665,9-10=-389/451, 10-11=389/330, 1-21=748/90 BOT CHORD 20-21=297/387, 2-20=346/188, 16-17=182/443, 13-16=173/339, 12-13=511/1065, 11-12=265/318 WEBS 17-20=22/549, 3-17=-337/126, 4-16=1055/325, 5-16=400/127, 6-16=1321/747, 6-13=107611370, 8-13=735/385, 9-13=372/247, 9.12=998/297, 10-12=563/174, 1-20=0/519,4-17=86/491 NOTES- i) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcunent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 70 Its uplift at joint 21, 1235 Ib uplift at joint 16 and 6431b uplift at joint 12. 9) This truss design requires that a minimum of 7116" structural woad sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Voltz PE Ng.fi8182 82 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. MiTek USA, Inc. FL Cott 6034 VO4 Parke East Blvd, Tampa FL 33610 Date: September 27,2019 ®WARNING- Vedty design paramerera anOREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-0473 rev. 1&0312015 BEFORE USE. wwwa Design valid far use only wlM Waldo corn wers. This design Is based a* upon gamma ers Shawn, and Is for Individual burning component, not �■- [■( bo a as system. Wens use, the building designer must verify the app oddity Panamanian design Panamers and properly Inwrporata this design Into Me overall bulldingirmgn. Broths Mdita[ed Ntoprevent budJbp of NdMdual truss web stager chord members any. Addaleral temporary andpordanom bracing MiTek' b always required for slanky add to prevent na9apsa with possible personal Irduryand propeMdamage. For general guidance regarding Me fabwtion.storege,dehN .emdnmdbmdMdWsmsaM ssystems,see ANSITyll Quality Crheda, DSB489 and BCS1 Building Component 6906 Pardo East Blvd. Sayelishaftrmeligs a"'Ublehem TMSSMffi Inslhute.216Nt 6 d.Sab0312,Alexandria,VA=14. Tampa-PL 36610 Truss Truss Truss Type Oty ply Fme0 ResT18223872 714 �ob PIGGYBACK BASE 1 1 Job RRferemx Inn na t ]xis = 2x4 11 5x8M18SHS = fire 12 3x6 = Axis o.e i Jul 19 eu lw mil MI,rGu5VI85, 1 n4 en bep L/1.6:Jtl:392uiv Scale = 175.3 21 -' 20 19 14 13 12 11 3x8 M18SHS II 3xB = 2x4 II 2x4 It Sx8 = axe - 3x6 II 2L8 e-f1a tsar zaoo t 2T-fa aa.4s 4a4a a 6t1E 569 T-tt-t5 ae 848 7a5 Stf-1O Plate Onsets (X,Y} [2:0-6-0,0.2$I [5:0-6-0 0.2-81 [72:0-0-0 0-1-81 I15:0-5-12 0-3-01 I16'0.2-12 0-5-12) ry 7'0-3-0D-4-121 LOADING (psf) SPACING- 2-" CS]. DEFL. in (hoc) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LL) -0.53 14 >911 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.97 15-16 >495 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 1.00 Hoa(CT) 0.77 11 n/a n/a BCDL 10.0 Code FBC2017riP12014 Matrix -AS Weight: 3071b FT=0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 *Except- TOP CHORD Structural wood sheathing directly applied. except end verticals, and 5.7: 2x4 SP 270OF 2.2E, 7-10: 2x4 SP No.1 2-0-0 oc pudins (2-2-0 max.): 2.5. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied. Except: 16-17: 2x8 SP No.2, 15-16: 2x6 SP SS, 3-19,E-13: 2x4 SP No.3 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3'Exwpt' WEBS 1 Row at midpt 6-16. 1-21 2-20,17-20,12-15,8-15,1-21: 2x4 SP No.2, 9.11: 2x6 SP No.2 2 Rows at 113 pts 2-20, 4-17 REACTIONS. (Ib/size) 21=2230/Mechaniwl, 11=2424/0.8-0 Max Horz 21=391(LC 8) Max Uplift 21=-524(LC 8), 11=498(LC 8) FORCES. (lb) - Max. ComPJMax. Ten. -All forms 250 (lb) or less except when shown. TOP CHORD 1-2=1514/423, 2-3=2578/537, 3-4=2601/540, 4-5=-5814/852, 55=-6021/833, 6-8=7157/1271, e-9=3393f717, 1-21=2160/557 BOT CHORD 20-21=292/379, 16-17=216/4588, 16-16=890/6728, 11-12=56/267, 10-11=56/267, 3-17=461/195 WEBS 2-20=-2319/204, 17-20=0/1738,2-17=182/2786,4-17=27201360,4-16=125/2215, 5-16=159/2205, 6-16=1313/599, 12-15=560/3357, 8-15=347/3443, 8-12=21901464, 1-20=-360/1729, 9-12=-440/2725, 9.11=2302/583 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.0psf; h=171t; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its writer. 6) This truss has been designed for a 10.0 pad bottom chord live load nonwncunent with any other live loads. 7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 524111 uplift at joint 21 and 498 Ib uplift atjoint 11. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6864 Parke East Blvd. Tampa FL 3361E Date: September 27,2019 ®WARNING -WWI, design Parameter, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIIJ413 rev. IOMMO15 BEFORE USE, Desgn4WAniseanywMM7eMWnedom.Tnbdesignisbasedonyuponpar Memshown,end Isroten IMiMe b UWNcamp MMnot awss system Before use, Me dicing desgnM must verlyme eppacal of design paremeters and pmpeMinmryorate mil deslgn W. me over bw1EMNdesipn. BGAh9lMiuIted13topre,rentbucYJMgof6MMdualMISS Web andlarMore mambersony Add1L'onLtamporaryeMpa,manaMbazmg MiTek' Is awaNrequtred w for stablldy and to preotmMapse wit, posslNe ryane Personal inlupmpeM damage. Forgenerelgulde,rsregardirlgme labdradan, sdrage, deavery, erection end bretllg INWsseseM buss systems,see ANSVI lr punfla,Create, DSE89 and BCSl Building Component safefyfafdrmatbn evadable M1arn Truss Plate lnstlMe.2laN Lea Streei Suite all Alexandria. VA 2231d. 6904 Parka East BNd. Tempa.FL MID ob Truss Truss Type pry Ply Fade Res T182238]6 J37714 A14 PIGGYBACK BASE 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. Fir Sep 27 06:38:40 2019 Page + ID:SjhL6KOyB8M7CtwhmNoZwzPgB5-gsJFD1 WG52WOXTwa000 sNsXuY6BBUf88mdVwyzv2z 0.10.12 7-11-0 14-11-12 1&7-8 24-3-0 30.2-8 0. 0.1 7-0-e 7-0-8 3]-12 S]-12 I 5114 5`5 II 6D0 112 4x8 = &A = ax6 = 3x8 0.1612 7-114 13-11-0 21-11-2 30.2A 7-11-14 I &3ai Scale=165.1 I Plate Offsets (X,Y)- [1:0-7-4,D-7-01, [1:0-7-4,0-1-1), [3:0-3-0,0-2-71 LOADING (par) SPACING. 2-M CSI. DEFL. in (loc) I/de8 Ud PLATES GRIP TCLL 30.0 Plate GNP DOL 1.33 TC 0.55 Vert(LL) -0.23 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) -0.49 9-11 >731 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.96 Horz(CT) 0.44 15 n/a me BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 2161b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, 1-3: 2x6 SP No.2 2-0-0 oc purling (3-10-8 max.): 1-3. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3'Exmpf WEBS 1 Row at midpt 2-12, 1-14, 64f 1-14,7-15:2x8 SP DSS REACTIONS. (lb/size) 14=162810-7-4, 15=1628/0.74 Max Hom 14=407(LC 8) Max Uplift 14=467(LC 8), 15=275(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1665/176, 2-3=3034/305, 3-5=3174/314, 5-6=3483/569, 6-7=-332/141, 13-14=1628/467, 1-13=1564/328, 8-15=1628/275, 7-8=357/149 BOT CHORD 12-13=198/560, it-12=0/1773, 9-11=23613311, B-9=433/2930 WEBS 1-12=355/2046,2-12=-1647/413,2-11=-151/1624,3-11=0/1039, 5.11=-480/337, 6-9=0/345, 6.8=33211472 NOTES- --1) Unbalanced roorIke loads have been Considered for.this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=17ft; B=45ft; L=3011; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional): Cantilever left and right exposed ;'Lumber DOL=1.60 plate grip DOL=1.60 -3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) This truss has been designed for a 10.0 par bottom chard live load noncencument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fat between the bottom chord and any other members. 7) Bearing at joint(s) 14,15 Considers parallel to grain value using ANSVTPI I 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 467 Ib uplift at joint 14 and 275 Ib uplift at joint 15. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical pur in representation does not depict the sae or the orientation of the purlin along the top and/or bottom chord. except end verticals, and Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8634 8904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473-1 IMe3Re15 BEFORE USE. Design valid for use onlywM Mne OUrnwers. Thu design is based only upon parameters shown, and is foran ineividual building component not �• signs system. Before use, me building designer madverdythe appgwbOry ofdesign parameters and property incorporate Nis design Into Me mall buildNg design. Bracing indicated Isis prevent budding dindiOdual trussweb andlor Nord membea only. Adelional temporaryand warsiat braung MiTek' is always re tu'ved for stab lily and to prevent w0apse with possible personal injury and property damage. For general guidance mgardilg the rabdwion,Storage. delvery, erection and trading dtmsaw and buss systems, we ANSI?PN Dualrry Cenda, DS"9 antl SCSI Building Component 6904 Pages East Bled. WefylRlormefroe evalablehem Tmss Plate InM8 e.218N.LeeS M,Suite312,Alexandra,VAM14. Tampa. FL 36610 ob loss Truss Type Oty Ply Frade Rea T18223877 J37714 15 PIGGYBACK BASE 2 1 Job Reference (optional) B13t coast I was, H. PdrCO, FL a4iUVI e.24U s JUI 14 2019 MI Tek InduemeS, Inc. Fn Sep 27 W:38:41 2U19 Page 1 I0:SjhL6KOyB8M7Ct ThMNOZwzPgB5-l2tdR0_81PANOh268BXFW3vxrlgYw oNnWA2MyZW2y 0.p0.12 ]-11A 1411-02 20b 2]-11-10 3511-12 OIL2 L 7.0.6 ss-a I T-715 i adz SCSI. = 1:73.9 ss II 5x8 M18SH5 = 8x8 = 8x8 = 1 _ ZL _ _ 2 _ _ _ 3 8.00 12 \ 44,1 4 34,1 6 14 7x8 = is 4x4 13 7%10 C 3x8 4.00 12 3x8 8 4x8 7 e Id VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 11 10 9 site - LOADS IMPOSED BY SUPPORTS (BEARINGS). 12 2x4 II axe = axe II Jett-12 7-11< 1W 1 W1 2044 27-n-10 ai11< aa,3A s0.0 -0-0 i0.B 7as S11n�0 0 1�1 Plate Offsets(%Y)- f1:0-7-0D-1-6j j2:0.2-OEdoe) I3:0-6-00.2-8) ry4:0-2-120.5-0) LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) pde0 Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Ven(LL) 0.42 12 >965 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(CT) -0.73 12 >560 180 MI8SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Hoa(CT) -0.56 17 nia n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 2721b F7=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-3 20 SP No.1, 1-2: 2x8 SP DSS 2h0 oc putting (2-2-0 max.): 13. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling i irectly applied. Except: 8-12: 2x4 SP No.2, 4-11: 2x4 SP No.3 10-04) oc bracing: 11-13 WEBS 2x4 SP No.3'Exmpt' WEBS 1 Row at midpt 2-15, 4-i4, 10-13, 1-17, 1-15 10-13: 2x4 SP No.2, 1-17: 2x8 SP DSS, 7-9: 2x6 SP No.2 REACTIONS. (lb/Sae) 9=2075/0-8-0, 17=1873/0.74 Max Holz 9=570(LC 8) Max Uplift 9=372(LC 8), 17=508(LC 8) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2033/577, 23=3957/1185, 34=4189/1172, 4-6=5538/1519, 6.7=-2822/508, 16-17=-1873/508, 1-16=-18(34/552 BOT CHORD 14-15=596/2095, 13-14=1699/5168, 9-10=-602/418, 8-9=-31/253, 4-13=0272 WEBS 2-15=-1941/679,2-14=-740/2353,3-14=288/1289,4-14=1391/497, 10-13=1007/2839, 6-13=-747/2481, 6-10=1766/684, 7-10=273/2214, 7-9=1967/475, 1-15=698/2450 NOTES. 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf. BCDL=6.Opsf; h=17ft; B=45ft; L=3611; eave=5ft; Cat. - II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about ifs center. 6) This truss has been designed for a 10.0 Set bottom chord live load nonconcunent with any other live loads. 7) a 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 (n between the bottom chord and any other members. 8) Bearing atjoint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should veiny capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3721b uplift at joint 9 and 608 Its uplift at joint 17. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Joaquin Velez PE No.68102 MiT9k USA, Inc. FL Con 8834 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING - Verily design parameters add READ NOTES ON THIS AND INCLUDED hUTEK REFERENCE PAGE MII-7473 rev. IOXV201SBEFORE USE. wassaa valid for use onlyw4h MTek.0c0nnectanS. This design Is based only upon parameters shown, and Is loran IMMetim bmldng componanL rim Lai'Design a bus. system. Beroro use, Ode buiMing designer meet vent, the appGcabitly of design parameters and properly incorporate ills design brio the aseall buildingessign. aadng Indicated is to pmwsM buckling of lndlNdual wits web antllur chard members only. AOeNonallempoaryaMpennaneMbracing M!Tek' Is always requ'ved for stability and topre,reM coVapse wan possible perseml Injury and property damage. For general guidance agarding One fabdration, Manage. delivery, erection and baring duaddes aM Wss systems, we ANSUTP11 Dealer CrlNda, DSBa9and SCSI Building Component 6904 Parke Ead BIW. Salelylsdgrmadon avaUbkM1 Tmss RAelnMdWe,218NLee SWH,Suae312,Alexandr .VA22314. Tertpa, R. 36610 Job mss Truss Type Oty Ply Frade Res T78223878 J37714 A16 Roof Special 1 1 Job Reference (optional) e.s[eoas Imss. rL rieme, rL 4Ivue o.zgusflungzmvmileKinausuies,mc, rnbep Lruo:ad:gaLmB Scale=1:68.4 6x8M18SHS = 4x8 = 2.4 11 3.3 = 8.00 112 1 22 2 3 4 Sxe II LOADS IMPOSED BY SUPPORTS (BEARINGS).�� 13 12 11 10 2x4 II 6x8 = 3xe = axe II 354192 34,], s.1o4 I 1311s I 1611-rz z zwu I r-11-+o I 33-114 ,�F4,xc Plate Offsets (% Y)- [4:0-60 0-2-81 rl4:D-5-12 a3-0) r15:1>a11 D-2-81 rl6:3-9-4 5a21 LOADING (par) SPACING- 2-0-0 CSI. DEFL. In (loc) VdeB L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) 0.49 13 ,832 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.91 14-15 >449 180 M18SHS 244/190 BCLL 0.0 Rep Suess Ina YES WB 1.00 Hom(CT) -0.75 18 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight 2421to FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' 14-15: 2x4 SP No.1 WEBS 2x4 SP No.3"Except' 1-18: 2x8 SP DSS, 11-14: 2x4 SP No.2, 8-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=2075/0-8-0, 18=187310-7-4 Max Holz 10=524(1_C 8) Max Uplift 10=386(LC 8), 18=494(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. Except: 10-0.0 oc Bracing: 12-14 WEBS 1 Row at midpl 1-18 2 Rows at 113 pts 3-16 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 17-18-1873/494. 1-17=1836/520, 1-2=-1603/426, 2-3=1603/426, 34=5150/1453, 4-5=5479/1637, 5-7=5507/1497. 7-8=2826/533 BOTCHORD 15-16=1143/3957, 14-15=1308/4288, 10-11=555/396, 5-14=526/272 WEBS 1-16=596/2250, 2-16=530/218, 3-16=3031/918, 3-15=590/2185, 4-15=311/1530, 4-14=-432/1301, 11-14=982/2820,7-14=702/2443,7-11=-1760/672, 8-11=296/2225, 8-10=-1965/487 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6.Opsf, h=17ft; B=45ft; L=36ft; eave=5ft; Cat. II; ESP C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Y) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 18 Considers parallel to grain value using ANSI/rPI 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 3B6 III uplift at joint 10 and 494 lb uplift etjoint 18. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. Joaquin Velez PE No.68192 kliT9k USA, Inc. FL Cart 6634 6904 Forks East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING- Venfy design paramelere and READ NOTES ON rmS AND INCLUDED MITEK REFERENCE PAGE MII-0413ta, 10/034015 BEFORE USE Upon parameters sha, end Is tat an indlNdual building comp pea mat Design valid brow only with MlresdPconnectors. This assign Is based ash, ven �■ p` n. e Was "a Before use, the building designer must ve,iyme appfiraunet ty of design parameters and prepet, incorporate ma design into the overall buildingdesign. Bracing indicated is to prevent bucking of indAdual buss web anchor chord members on,. Mdftionallem mNaMNnmeMbracing MiTeW Is always requ'vedfar dabaity and to prevem coaapse wah possible persormllrywyand OmPeMdamage. Forgeneralg,idancaregerdi,gthe fabricatio, sumage, de0very. erection and bredlN of musses and! Wss"am$. see ANSY1711 CuaNy Comes, DSBa9 addBCS1 BuIMng Converser 69041sadm East BAN. Safety lldormatlan avalable flan Truss Flee Instauta.2la N Lee SUed. Suae312. Plexantlda, VA 2914. Tampa, FL W10 Gb mars Truss Type Oty Ply Fmde Res T18223879 J37714 17 TTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 Mn ID:SjhL6K0yB8M7CWTbmNoZwzPgBSj S4W 10.&0 1511-12 Tb11-n7 30.3 r ss-u I 4-1oe I e-se i sn-I 631 2.4 II 6.00 12 3x6 = 48 = 4x8 Bx8 = Inc. Fri Sep 2706:38:442019 4x4 II 4x8 Mi8SHS = 3x6 II 44 = 6x8 WE = 3x4 = 44 = 3x8 = 4x8 = 351143 ailfp8< 18-tt-12 AN14 30.'4A 7 S&A 0.10fi BJ8 r-0tAi 7813 1� Soale =1:sea Plate Offsets (X,Y)- j5:03-0,0-2-71 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Ved(LL) 0.42 12-14 >961 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Ven(CT) -0.6712-14 >609 180 M18SHS 244/190 SCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.08 11 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matnx-AS Attic -0.1714-15 574 360 Weight: 2571b FT=0% LUMBER - TOP CHORD 2x4 SP N0.2'Except' 1-2: 2x6 SP No.2, 2-5: 2x6 SP SS BOT CHORD 2x4 SP No.1 'Except' 13-16: 2x6 SP SS WEBS 20 SP N0.3'Except' 1-18.9-11: 2x6 SP N0.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=2050/0-7-4, 11=220010-8-0 Max Harz 18=464(LC 8) Max Uplift 18=340(LC 8). 11=305(LC 8) Max Grav 18=2251(LC 15). 11=2271(LC 15) BRACING. TOP CHORD Structural wood sheathing directly applied, except end vedicals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-18, 3-17, 7-14, 8.11 2 Rows at V3 pis 4-17 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 1-18=2087/362, 1-3=1234/175, 3-4=1234/175, 4.5=2321/317, 5-7=-2680/296, 7-8=3180/416 J30T CHORD 17-18=132/460, 15-17=0/2216, 14-15=0/2206, 12-14=117/2692, 11-12=241/2553 WEBS 1-17-311/2193, 3-17=324/256, 4-17=2236/288, 4-15=15/851, 5-14=-20/678, 7-14=672/361, 8-12=0/296, 8-11=3029/372, 9-11=381/192 NOTES- -1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=1711; 13=4511; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Ceiling dead load (5.0 part) on member(s). 4-5 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to mom. 14-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 Ib uplift at joint 18 and 305 Ib uplift at joint 11. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21 has/have been modified. Building designer must review loads to verity that they are Correct for the intended use of this truss. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68192 MITak USA, Inc. FL Cart Ill)% 6904 Parke East Blvd. Tampa FL 3381D Oats: September 27,2019 i,vIfirong! an ace 2 ®WARNING Vaiily Oaslgn panmalers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGEMIF7473 rev. 1NO32015 BEFORE USE. Design valid for use onywiN MgexA connectors. Thu design is bash my upon parammers shown, and later An Individual building component, not a Wu system. aeraci use.Ore eetl41n9 nt apparabSry pals design ioor a ali ae49n parameters andwry. bmugvedygn Mitsled isb prevent burse le prevent generalpmporaryand permanend brering Adha naltUr nt li lndmdual Wsaweber,and MiTek' pMortlmemaerse.For A aMagtle9gn.dforsa b always for stabii, and to rung wM possible salte 111wy and prepeM damage. For general guidance . Storage, and trading offrow faad4eeon.storage, eneelaw bradrg Wbusses and trusses)ems.see ANSUTIM CMerIa, OSB-aB endaCal Building Componem es 89Ine BCS1 0901Parke East BNd. Sereylrfrgsmorlon evapabla Ran Truss Plata InsWNe, 218 N. Lea spree, 6vee 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Trues Typo 0y Ply Frade Res T18223880 J37714 78 ATTIC 1 1 Jab Reference o ional east corn Imes, "."efts, rL4 i. _^ -_^^-^ o.44u s t I I g 4vnm^i &00 cxb = 4x4 = 3x4 34 = 3.4 II = 54 = 4xB i 2 3 25 4 5 6 26 27 7 8 Inc. rn aep<1 w.a0.gD 4U is Scale =173.7 21 20 m ea is aU 1 'a 17 16 14 13 3.4 II 4x4 5x8 V/B = 4x6 = 5x8 = 3x6 II 3x10 = 4x4 = 4x8Mt8SHS = 34 = 42-p12 H1I ss011s7 tit7nz 13 4s4-Ta ]2 1.1cz iI24a1,3ibt �+ Plate Offsets (% Y)— (2:0-2-8 9-2a) 18:D-2-e D-2a1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) gde0 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.93 Vert(LL) -0.5717-19 >861 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(CT) -0.7717-19 -634 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.87 Hoa(CT) 0.10 13 We n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -AS Attic -0.3716-17 268 360 Weight 290lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-9,9-12: 2x4 SP No.1, 5-8: 2x4 SP 270OF 2.2E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 270OF 2.2E'Except' WEBS 1 Row at midpt 4.19, 7-16, 8-14, 1-21 15-18: 2x6 SP SS 2 Rows at 1/3 pis 3-20 WEBS 2x4 SP No.3'Excepl' 1-21,11-13: 2x6 SP No.2, 11-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 21=235510-7-4, 13=256610-8-0 Max Horz 21=376(LC 8) Max Uplift 21=-441(LC 8), 13=-409(LC 8) Max Gmv 21=2479(LC 15), 13=2686(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=572J103, 2-3=488/113, 34=2504/425, 4.6=36121546, 6-7=-3612JS46, 7-8=3612/546, 8-10=-4036/782, 10-11=3978/572, 11-12=-307/47, 1-21=2474/384 BOT CHORD 20-21=-132/370, 19-20=0/1988, 17-19=96/2975, 16-17=132/3514, 14-16=154/3171, 13-14=54/334, 12-13--54/334 WEBS 3.20=-2524/450, 3-19=15711694, 4-19=1405/253, 4-17=6811199, 6.17=-668/173, 7-16=.1093/63, 8-16=0/1671, 8-14=296/385, 10-14=-638/362, 1-20=3412232, 11-14=309/3134, 11-13=2559/495 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind; ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.0psf; h=17ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3.6-0 tall by 241-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Ceiling dead load (5.0 psf) an member(s). 7-8 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to mom. 16-17 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 441 Ib uplift at joint 21 and 409111 uplift Joaquin Velez PE No.68182 atjoint 13. 1 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20. 21 hasthave been modified. Building designer must MTek USA, Inc. FL Cart 0634 G904 Parke East Blvd. Tampa FL 33610 review loads to verify that they are Correct for the Intended use of this truss. Dale; 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chard. September 27,2019 13 ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. OntiZed onpage 2 WAR ING-verify deslgnparmnerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473ee, 10/03/2015 BEFORE USE. Design valid 0ruse onywbh MITekW=aa0ers. Thh design 1s basal aNy upon parameters shown, and Is for en In2vidual bugdrq Conmanem, nm atruss syeem. Beforeuse, the buafflag designer must vmly the appiiraElNyof design parameters and property inexpemte thb design into Ne overall building de9gn. Bracing indicated Is to pIoNent Weldingof Nd'Mdualuusswebandlardmdmem0ersoay. McAlonaltemperaryandpmmaneNbeWg MiTek' isatways requited forstabidly and to preyed meapse with posGGe personal inlay and property damage. ForgeneralguicarrceregadiMNa faM on.#omge,deuvm.emCona11dbmdMofWesesaMWsssy51ems.me ANSU 1Qeafiy Cdada,DS8a9And BCSIBuiidtng Component 6904 parka East eNd. Seeseyr ehareadan evaRable fern Tmsa Plate In58ute, 218 R Lee Surest. Suite 312. AlexMdre. VA22314. Tampa, FL 36610 ob Truss Truss Type City Ply Frade Res T182238B0 337711 18 ATTIC 1 1 Job Reference (optional) East Coast TMSS. Ft. Pierce, pL 34946 8.240 a Jul 14 2019 MiTek Industries, Inc Fri Sep 27 06:38:452019 Page 2 ID:SjhL6KOyB8M7C1 TbmNOZW PgBS-Bp68Galf4egpUIMtNlcBhv4dLvDMO401PUOB7yZW2u LOADCASE(S) Standard 1) Deatl+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 •Uniform Loads(plf) Vert- 1-2=90, 2-7=90, 7-8=100, 8-12=90, 17-21-20, 16-17=30, 16-22=20 Concentrated Loads (lb) Vert: 26=-75 27-75 2) Dead+ 0.75 Roof Live (balanced) +0.75 Uninhab, Attic Storage +0.75 Attic Floor. Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (PH) Vert- 1-2=75, 2-7=75, 7-8=85, 8-12=-75, 21-28=-20, 28-29=50, 29.3O=20, 30-31=-50, 17-31=20, 16-17=-75, 15-16=-20, 15-32=50, 22-32=-20 Concentrated Leads (Ib) Vert: 26=-75 27=75 3) Dead+ Uninhabitable Attic WMOut Storage: Lumber Increase=1.25, Plate Increase=1.25 UnBonn Loads (PI)) Vert: 1-2=30, 2-7=30, 7-8=40, 8-12=30, 18-21=40, 17-18=-40, 16-17=30, 15-16=-40, 15-22=-40 Concentrated Loads (lb) Vert: 26=75 27-75 4) Dead +0.6 MVVFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Inaease=1.60 Unitam Loads (pit) Vert 1-2=9, 2-25=45, 6-25=33, 6-7=21, 7-8=15, 8-12=22, 17-21=-12, 16-17=18, 16-22=-12 - He= 1-2-27, 8-12=40 Concentrated Loads (lb) Vert: 26=7527=75 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.6D, Plate Increase=1.60 Uniform Loads (PH) Vert 1-2=22, 2-25=16. 7-25=21. 7-8=27, 8-12=9, 17-21=12, 16-17-18. 13-16-12, 13-22=28 Ham: 1-2=-40, 8-12=27 Concentrated Loads (lb) Vert: 26-75 27=75 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Inaease=1.60, Plate Increase=1.60 Undone Loads (PH) Vert: 1-2=-48, 2-7=32, 7.8=42, 8-12=-11, 17-21=20, 16.17=30, 16-22=20 Ham: 1-2=18, 8-12=19 Concentrated Loads (Ib) Vert: 26=7527=75 7) Dead +0.6 Rai Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 UnBori n Loads (plp Vert: 1-2-11, 2-7=32, 7-8=42, 8-12=48, 17-21=-20, 16-17=30, 13-16=20, 13-22=20 Flom: 1-2=19, 8-12=18 Concentrated Loads (lb) Vert 26-75 27=75 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Inaease=1.60, Plate Increase=1.60 Unif u n Loads (PIQ Vert: 1-2=37, 2-7=37, 7-8=31, 8-12=37. 17-21=12, 16-17=18, 16-22=12 Ham:1-2=55, 8-12=55 Concentrated Loads (lb) Vert: 26=-75 27-75 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (PM Vert: 1-2=7, 2-7=7, 7-8=1, 8-12=7, 17-21=12, 16-17=18, 13-16=12, 13-22=28 Ham: 1-2=25, 8-12=25 Concentrated Loads (lb) Vert 26=-75 27=75 10) Dead +0.6 MWFRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Inaease=1.60 Uniform Loads (Plf) Vert 1-2=-32, 2-7=32, 7-8=42, 8-12=32, 17-21=-20, 16-17=30, 16.22=20 Harz: 1-2=2, 8-12=2 Concentrated Loads (lb) Vert 26=75 27=75 11) Dead +0.6 MWFRS Wntl (Neg. Internal) 2nd Parallel: Lumber Inaease=1.60, Plate Increase=1.60 Uniform Loads (PH) Vert 1-2=32, 2-7=32, 7-8=42, 8-12=32, 17-21=-20, 16.17=30, 13-16=20, 13.22=20 Harz: 1-2=2, 8-12=2 Concentrated Loads (lb) Van: 26=75 27=75 12) Dead +Uninhab. Attic Storage +Attic Floor. Lumber Inaease=1.00, Plate Inaease=1.00 Uniform Loads (Pit) Vert 1-2=30, 2-7=30, 73=-40, 8-12=-30, 21-28=-20, 28-29=-60, 2930=20, 3031=60, 17-31=20, 16-17=90, 15-16=20 , 15.32-60. 22-32=20 Concentrated Leads (Ib) Vert 26=-75 27-75 13) Dead+ Uninhabitable Attic Storage: Lumber Inaease=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert 1.2=30, 2-7=30, 7-8=40, 8-12=30, 21-28=-20, 28.29=60, 29-30=20, 30-31=-60, 17-31=20, 16-17=90, 15-16=20 , 1532�60, 22-32=20 Concentrated Loads (lb) Vert 26-75 27=75 ®WARNING-Venry OeslOn paramalera and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1"12015 BEFORE USE. Deslgtvalid We. only w9h hAreaacoreec o s. Ws de9gn Is bused prey upon parameters Steve, and is Man Individual sending aompanen4 not �® a inns system Before use the building desgm nerustveriyiha appgrabllgyof oeslgn parameters and pmpedy incorporate thid design Imotna overall Not DuYdugdesigs Braong indicated Is to prevent seeding of lndrodual truss web anowx chord members any. AEdrIoneltemposoryardpermalambracag MiTek' II always regwetl for 9aail4yand to present conapsewdh possible penened inuy and pmpedydamage. Forgenerslguidanceregartingme febdngOn, storaga,de[Nely eleolon and among ortnsses and tread nysteren.we ANSVIFIf Qualify CdNda, DSBa9 end BCS1 Sufleing Component 6904 Parke East Bled. assaWrlPommdon avale IekomTnsd Plae InSANe,218N.Leaatmet.Sub.312,Nerandd.,VAM314. Tampa, FL 38610 Job Itoss Truss Type 0ty Ply Frade Res T78223883 J37714 1 ATTIC 1 1 Job Reference (optional) errs' s.oss', n.s.. n. ma,w, ru.wera 3.4 11 Sea = 0.14V s JUI 14 2UIU MI I ex mausmes, Inc. 3x4 II Sx1DM1BSH5 = 3x4 = 3x8 = 3.4 H Sure = Z' Ub:3t :4e ZU19 Stale=1:72.5 Q b 11 (a Sae = 1a 11 14 4xe = Asa = 4x81018SHS = 48 = 3x4 - 3x8 44 = 481018SHS = 42-7A2 s-tnb t7aw zs44 337-12e4o-na 41,3,e at-t4 e.2a I 6aa a-e I 7ae Plate Offsets (X,Y)- (8:0-8-0,0-2-81, (15:0.3-8.0-2-01 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 30.0 Plate Gnp DOL 1.33 TC 0.80 Vert(LL) -0.43 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.7915-16 -616 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inv NO WB 0.97 Horz(CT) 0.15 12 nla rda BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Attic -0.1315-16 749 360 Weight 230 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Except' 7-8,4.7: 2x4 SP 270OF 2.2E BOT CHORD 20 SP 270OF 2.2E *Except' 14-17: 2x6 SP SS WEBS 2x4 SP No.3 *Except' 1-19,10.12i 2x6 SP No.2 REACTIONS. itutsize) 19=2370/0.7.4, 12=2610/0-8.0 Max Holz 19=249(LC 8) Max Uplift 19=414(LC 8), 12=-400(LC 8) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 2 Rows at 1/3 pis 2-19 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-251/127, 23=3607/554, 3-5=5539f729, 5-6=5539/729, 6.8=-5539/729, 8-9=3670/558, 9-10=-281/45 BOT CHORD 18-19=223/2680, 16-18=-455/4439, 1&16=480/5489, 13-15=297/3211, 12-13=344/2653 WEBS 2-19-3305/590, 2-18-153/1760, 3-18=1613/279, 3-16=34/1499, 5-16=672/149, 6-16=963/223, 8-15-210/2730, 8-13=254f78, 9-13=Of702, 9-12=3297/520, 10-12=315/144 NOTES - 'I) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf,, hot 7111; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water Fondling. 3) All plates are MT20 plates unless otherwise Indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrEnt 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) Ceiling dead load (5.0 pat) on member(s). 6.8 8) Bottom chord live load (30.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 41416 uplift at joint 19 and 400 lb uplift at joint 12. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11. 12, 13, 14, 15, 16,17 hasthave been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASES) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6034 6904 Parka East Blvd. Tamps FL 33610 Date: September 27,2019 ®WARNING -Verify design parameters andREAD NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 1010=015 BEFORE USE. seseew Design veld for use onyorn Mlrek®cteradvors. This design Is based only upon parameters shown, and is for an adrAdual Wilting wen, an eft, not my a true$ system. Before use, the buiding designer must vedrythe appgtabigly of design parameter end properly inmmamd this design into the overall bdidingdesign. Binding Indicated ato prevent WalUag oflndAduel truss web wdrarchord members only. Addtllonallemporarym a,dpe,anenbraceg We[( Is always resulted for forcibly and to preverd corniest with possible personal injury and property damage. Fargeneralguidasteregrmingthe fabdmUon,nomge,CeWery,emdonmdbmdngof Wsse$end WsI.Wems,set ANSYFMI qualify Creeds, DSBA9 and SCSI Building Ccmpanmd 6904 Parke Fast Bad. Salaryinfarmeflgn awsleble from Truss Pine Investors, 218 N. Les Sbeel. Sude312 Alexandre. VA 22314. Tempe, a Y£1D Job ITruss Truss Type Qry Ply Frade Res T78223883 J37714 1 ATTIC 1 1 Job Reference (optional) Eist Coast Truss, Ft. Pierce, FL 34946 8,240 s Jul 142019 MITek Intlustries, Inc. Fn Sep 2706'35A82019 Paget ID:SjhL6KOyBBM7Ct TbmNoZw PaB5-bOoGvc3XNY2NLm5S299ulYi9c6Fz3ICg_Ni2nSyZW2r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 • Uniform Loads (plf) Vert: 1-6=90, 6-8=100, 8-11=90, 16-19=20, 15A(1=30, 16-20=-20 Concentrated Loads (lb) Vert: 24=-75 25=75 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-6=75, 6-8=85, 8-11=75, 16-19=20, 15-16=75, 16-20=20 Concentrated Loads (Ib) Vert: 24=75 25-75 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniforrnloads(pip - - -- - Vert: 1-6=30, 6-8=40, 8-11=30, 17-19=-40, 16-17=-40, 15-16=30, 14-15=-40, 14-20=-40 Concentrated Loads (lb) Vert: 24=-75 25=75 4) Dead +0.6 MWFRS Wind (Pos. Internal) Leff: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=45, 5-23=33, 5.6=21, 6-8=15, 8-11=22, 16-19=12, 15-16=18, 15-20=12 • Ham: 8-11=40 Concentrated Loads (Ib) Vert: 24=75 25=75 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-23=16, 6-23=21, 6-8=27, 8.11=9, 16.19=-12, 15-16=18, 12-15=12, 12-20=28 Harz: 8-11=27 Concentrated Loads (III) Vert: 24=-75 25=75 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plp Vert: 1-6=32, 6-8=42, 8-11=11, 16-19=20, 15-16=30, iS20=20 Ham: 8-11=19 Concentrated Loads (Ib) Vert: 24=75 25=75 7) Dead +0.6 MWFR5 Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-6=32, 6-8=42, 8-11=48, 16-19=-20, 15-16=-30, 12-15=20, 12-20=20 Harz: 8-11=18 Concentrated Loads (III) Vert: 24-75 25=75 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6-37, 6-8=31, 8-11=37, 16-19-12, 15-16=-18, 15-20=12 Harz: 8-11=55 Concentrated Loads (Ib) Vert: 24-75 25=75 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=7, 6-8=1, 8-11=7, 16-19=12, 15-16=-18, 12-15=12, 12-20=28 Ham: 8-11=25 Concentrated Loads (Ib) Vert: 24=75 25=75 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-6=32, 6-8=42, 8-11=32, 16-19=20, 15-16=30, 15-20=20 Harz: 8-11=2 Concentrated Loads (lb) Vert: 24=7525=75 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pip Vert: 1-6=32, 6-8=L42, 8-11=-32, 16-19=20, 15-16=30, 12-15=20, 12-20=20 Harz: 8-11=2 Concentrated Loads (Ib) Vert: 24=75 25=75 12) Dead +Attic Floor. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plp Vert: 1-6=30, 6-"0, 8-11=30, 16-19=20, 15-16=90, 15-20=20 Concentrated Loads (lb) Vert: 24=75 25=75 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: "=-30, 6-8=40, 8-11=30, 16-19=20, 15-16=90, 15-20=20 Concentrated Loads (Ib) Vert: 24=-75 25=75 ®WARNING- Verify Cesrgn1.,S.V n and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI4I473 re¢ f0/ MOIS BEFORE USE. Design valid kruse any with MBek®connectors. Tbis design is eased Only upon paHmelers shown, and is for an IndlNdual Nuclei, component, not a tress system. Before use, the building designer must verify Me ap,Aorbity of design parameors and pmpaly Mca oOaethis design Into Me overall ��-��•YYY bWdogdesign. Bracing Indicated is to preveld butkgng of indMdual RUsa Web endear MOM members Dory Addil'wnetempararyandpelmaneNbracing MiTek• is always Required for cabiBy and to prevent collapse with possice personal injury and property damage. For general guidance regarling the fabnrab'on,Storage, delivery, erection and bratllg of Mosses and truss system.see ABSWPIf Duality Greeds, DSBd9 and BCV Building Camponest 69e4 Parke East BNd. Seyeylnrortnetdon avalablebom Tuns Hale Institute,218N.LeeB d,Suite3lZMl andda,VA22314. Tampa. FL MID Job ' Nss Truss Type Qry Ply Frade Res T1B223883 J37714 A21 ATTIC 1 I Job Reference (optional) East coast l as, +t. FmIce, kL 34946 8.240 s Jul 14 2019 M7ek Industries, Inc. Fri Sep 27 06:38:482019 Page 3 ID:SjhL6KOyB8M7Ct TbmNoZw PgBS-0OcGVc3XNY2NLm5S299ulYi9c6Fz31Cq_Ni2nSyZW2r LOAD CASE(S) Standard 14) Dead +0.75 Roof Live (bat.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Intl Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-6=76, 6-8=86, 8-11=61, 16-19=20, 15-16=75, 15-20=20 Hoa: 8.11=14 Concentrated Loads (lb) Vert: 24=-75 25=75 15) Dead +0.75 Roof Live (bat.)+0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-6=76, 6-8=86, 8-11=88, i6-19=-20, 15-16=75, 12-15=-20, 12-20=10 Horz: 8-11=13 Concentrated Loads (Ib) -- Vert* 24=-7525=75-- - -- - 16) Dead +0.75 Roof Live (bat.)+0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Intl 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-6=76, 6-8=86, 8-11=76, 16-19=20, 15-16=75, iS20=20 Horz: 8-11=1 Concentrated Loads (Ib) Vert: 24=-7525=75 17) Dead +0.75 Roof Live libel.)+0.75 Attic Floor + 0.75(0.6 MAFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert : 1-6=76, 6-8=86, 8-11=76, 16-19=20, 1516=75, 12-15=20, 12-20=10 Horz: 8-11=1 Concentrated Loads (lb) Vert: 24=75 25=75 ®WARNING-Verifydesi9npanmerersand READ NOTES ON THIS AND INCLUDED MITEKREFERENCE GAGE MH-7473r . IW03JZDIS BEFORE USE. Design valid for use only with Mrek®connedors. This design is based only upon pomanders shown, and Is for an bMiNdual building component net a truss system. Before use. Na buNing deugnermust vertrythe apphabi ty of design parameters and property incorporate Nis design into the overall buiMingdesign. Bmc gindiratedi$Wpmwgbutl gdindMdualWssweb.War UloNme.lave only.A&VISmal tempo2ry and permanent bratag MiTek' is always required for dakeilky and to prevent collapse wtb poswble personal injuryand pmpedy damage. Forgeneml guidawe regan ing the fabdoabon,storage, degv¢ry,eredl.o and brad, of busses ant buss systems, see ANSUTGIf Quality Crituda, DS9419 and SCSI SulfWng ComPaneot 6904 Parke Fast BNd. Seleybeeamadom avalabkfmnTruss Plato Institnte,218N.Lea Street,Guile31ZAle dda,VAM14. Tampa. FIL 36510 Job Tvsa vss Type Oty Ply Frade Res T18223r384 J37714 G Root Special Girder 1 2 Job Reference (optional) 4x6 = 2x4 II 3x8 = 1 25 26 227 28 29 30 3 31 32 o.Zru S aid l4 art a mr mx mauSmvS, Inc. rn aep a m:Jb:aa zary 3x6 = 2.4 II 3x8 = 2x4 It US = 5x8 = 6.00 112 433 US 35 36 6 37 38 7 8 3940 9 Scale=1-72.5 3.6 II a1 4z 4b -- 47 to - 49 50 '- 51 15 52 53 5't 5x8 = 2x4 3x8 M18SHS = 2x4 11 3x8 M18SHS = Sam = Sx5 = 3x8 = 3x8 = 3x6 II 42-7-12 6O4 tt-t1d 1]814 2i49 2375 3S]-12 461t-0 413 1 6A7 start I sto-n slo-n start ea7 I .- Plate Offsets (X,Y)- [9:0-6-0,0-2-81, [13:0-2-8,0-2-0) LOADING (par) SPACING. 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Gnp DOL 1.33 TC 0.95 Vert(LL) 0.53 16-17 -918 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(CT) -0.9016-17 >543 180 M18SHS 244/190 BCLL 0.0 Rep Stress Ina NO WB 0.83 Holz(CT) D18 12 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matnx-MS Weight: 466 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2'Excepr 8-9,4-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3'Exmpr 1-21,10-12: 2.6 SP Na.2, 1-20: 2x4 SP No.2 REACTIONS. (Ib/size) 21=370410-7-4, 12=374810-8-0 Max Harz 21=194(LC 8) Max Uplift 21=1225(LC 8), 12=1226(1_C 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6.8 oc bracing. FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-21=3598/1267, 1-2=5266/1750, 2-3=-5266/1750, 3-5=10400/3487, 5-6=10400/3487, 6-7=-8556/2945, 7-9=8556/2945,9-10=-5504/1893, 10-11=250/93 BOT CHORD 19-20=-2710/8701, 17-19=271018701, 16-17=3305/10341, 14-16=3305/10341, 13-14=1 538/4792,12-13=90/276, 11-12=90/276 WEBS 1-20=2027/6101, 2-20=-902/499, 3-20=-4032/1354, 3-19=0/381, 3-17=-685/1995, 5-17=-864/475,6-16=0/384, 6-14=2096/649,7-14=933/522,9-14=-1416/4390, 9-13=537/256, 10-13=1481/4645, 10-12=-3608/1270 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 mw at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs Connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at D-9-0 oc. 2) All loads are Considered equally applied to all plies, except 0 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf h=1711; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its Center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1225 Ib uplift at joint 21 and 1226 lb uplift at joint 12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 8834 8804 Parke East Blvd. Tampa FL 33810 Date: September 27,2019 ®WARNING -VeNry design Parameters and REAP NOTES ON This ANOINCLUOED MpEH REFERENCE PAGE Ml1.7473 rev. 10N312015 BEFORE USE. ' Design valid torus¢ onlywM MTeMoonnemom. This design is based only upon ammeters slfmm, and Is Rd an IndlNdual budding component, not a Voss system Before use, the building designer must venfythe applauflay of design parameters and properly NOoryomte Nis design into the overall Edidingdesign. Bmuingindrated]StOpremm EU goflndMdualWwweb M&OrOOMmembemmy. AddNonaltempomryandpermarmoldacing MiTek' is alleys required for stabioyandto prevent ostapsewah msMNO personal in)uryand property damage. Forgeneralguidameregardbgthe f.hicaeon. storage, delivery, ereaun antl bracing OlVusus antl truss systems,see ANSUTPI1 Duardy Cdreda, DSBA9 and SCSI Building CamponeM 6904 Parke East Blvd. Saretylabormoson amilable Imm Truss Plate InmaMe, 210 N. Lee StreM, Suge 112, Plexandrra, VA22314. Tampa, R 3aa1d Jab Truss Truss Type pry Ply Frade Res T18223885 J37714 801G HALF HIP GIRDER 1 Job Reference (optional) I.VdDI nVDD, rl. "enc., IL S9tl90 3x4 = 6x6 = 6x9 = Sx8 3x8M18SHS II 5x10 = 6.240 s Jul 14 2019111 Industries, Inc. Fri Sep 27 06:38:55 2019 1.4 II 3x4 = 25 6 26 7 5x6 = 3x8Mt8SHS II 4xl0Ml8SHS = 2x4 II 2x4 II Scale = 1537 IF B 1s- 1638 261A 8s7-1a2I 2z szID s 31a1te Plate Offsets (X,V)- [2:0-2-0 0-2-0I [74:030 0-4-4) [15:0-0-0 0-0-0[ 116:0-7-8 0.2-81 [2Y0-1-10 0-3-41 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.97 Vert(LL) -0.19 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber COL 1.33 BC 0.99 Vert(CT) -0.3315-16 >979 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WE 0.76 Horz(CT) 0.15 9 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 4811b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 8-9,3-20: 2x6 SP No.2, 2-21: 2x8 SP No.2 2-20,7-15,16.19,8-14:2x4 SP No.2 WEBS REACTIONS. (Ild/size) 9=7702/0-7-4, 21=5396/D-8-0 Max Horz 21=376(LC 21) Max Uplift 9=1520(LC 8), 21=1235(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=901/161, 2-3=-8275/1797, 3-0=8002/1752, 4-5=8054/1737, 5-6=-7078/1416, 6-7=7078/1417, 7-8=-0947/927, 9-11=7508/1483, 8-11=5636/1096 BOT CHORD 1-21=-155/900, 20.21=499/929, 19-20=183717285, 18-19=-258/1014, 16-18=212/984, 5-16=822/3236, 15-16=1574/7102, 14-15=-927/4947 WEBS 2-21=4832/1215, 2-20=-1355/6468, 3-20=-272/306, &15=-030/192, 7-15=754/3279, 16-19=1488/6342, 7-14=-2944/767, 8-14=1337/7178, 4-19=-056/35, 3-19=337/234 Structural wood sheathing directly applied or 3-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. Except: 10-M oc bracing: 16-1 a 1 ROW at Inidpt 8-9 NOTES- 1) 2-ply truss lobe connected together with 1 Od (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 0-5.0 oc. Webs Connected as follows: 2x8 - 2 rows staggered at 0-0-0 Go, 20 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Go. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=160mph (&second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1520 lb uplift at joint 9 and 1235 Ib uplift at joint 21. 10) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated loads) 1111 Its down and 352 Its up at 7-0-12, 691 Ib down and 180 lb up at 9412, 684 Its down and 189 Ib up at 11312, 675 Its down and 190 Its up at 13-0-12, 731 Its down and 157 Ib up at 15-0-12, 745 Its down and 111 Ib up at 174112, 761 lb down and 97 lb up at 1940-12. 773 Its down and 89 to up at 21-0.12, 773 It, down and 90 ID up at 23-0-12, and 773 Is, down and 90 It, up at 25-0-12, and 2210 Its down and 544 Its up at 27-0-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Date: Seotember27.2019 qn on ®WARNING - Verify u—ign paremerela and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10M312015 BEFORE USE. Design vald lerum onywim MTeWconneduds. This design Is based onry upanpammetem shown, and is ror an inamdual WJWng Component not u � a truss system. Before use the building designer must very the appticabilM, W design parameters and propeM inmryorale this am" Into the overall bWldingdesign. SMT girMiWedistOPMW Wartngof NdMdual WsswebmWorOoNmembersony.Add'nbnaltempmaryandpennaneMbracmg MiTek' Is always rmuued for slabiBy and to prevem collapee wM possible personal lnj Wm y and pmpedy carnage. For geatud guidance regana"Bla faincation,Stgmge.delivery, erection and bmdng WUuases and Was systems, see ANSg IQUallly Cdfede,DS3a9=dBCS1Be11Wng CGmpmrenf 6904 Puke East BIM. Sa7ey1nrormabbn a bble Both Truss PiMainWN e,218N.Leeamet,S fte3lZNexandna,VA22314. Tamp; F136610 )ob toss Truss Type pty Ply Frade Res T78223886 J37714 B02 Half Hip 1 1 Job Reference (options]) .a=• •.•.. a zmI s uai lR coin mn e. incusmes, me rn sap zr tIp:3Bb51018 ID:SIhL6KOyBBM7CWTbmNoZw PgB5-MxHIaL9ZV03FJ_i WdmdE1XVL71z017gdeT3 6-a] 1300 i4S8 2NM 2&1.8 _ , 28-7-12 , • �d 5x8 Mt8SHS 1x4 II Us = 3x4 = axe II 5x8 = 3.4 II 2x4 II 44 = 1.4 II tx4 II Ib Scale = 1: W.9 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 16.0 Lumber COL 1.33 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017/-rP12014 CSI. TC 0.78 BC 0.67 WB 0.87 Matnx-AS DEFL. in (Im) vde0 L/d Vert(LL) -0.10 14 >999 240 Vert(CT) -0.2412-13 >999 180 Horz(CT) 0.07 7 n/a n/a PLATES MT20 M18SHS Weight: 1851b GRIP 2441190 2441190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid Calling directly applied. Except: 4-15: 2x4 SP No.3 10-0-0 cc braang: 13-15 WEBS 2x4 SP No.3*Except' WEBS 1Row at midpt 4-12 6-7,2-17: 2x6 SP No.2, 13-16: 2x4 SP No.2 REACTIONS. (lb/size) 7=1499/0-7-4, 17=1682/0-8-0 Max Horz 17=359(LC 8) Max Uplift 7=355(LC 8), 17=392(LC 8) Max Grav 7=1554(LC 13), 17=1682(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2095/400, 34=2149/484, 4-5=1603/406, 5-6=1602/406, 7-9=-1461/372, 6-9=1391/412 BOT CHORD 16-17=-300/201, 12-13=-492/1842, 4-13=39/595 WEBS 3.16=539/226, 4-12=339/109, 5-12=753/326, 6-12=480/1844, 2-16=296/1760, - 2-17=15691409, 13-16=561/1843 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf; h=17ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 -2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncanwrtent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 355 lb uplift at joint 7 and 392 lb uplift at joint 17. 8) This truss design requires that a minimum of 7/16•- structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek US& Inc. FL Can 6034 6904 Parke East BMd. Tampa FL 3361D Date: September 27,2019 ®WARNING -Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-LT] mv, 1e/0L2015 BEFORE USE. Design valid rod use only wet MiTek® wmodds. This design Is based any upon parameters shown, and is for an IndMdual Wgd rug compons m." * �e a truss system. Before use. Ne buiking designer must verily the appticabWy err design parameters and properly lneou"rate Nis design into the ovema -•Y�• buidiagdesgn. Bra gbdipaMedistopreswm Wddingof NdMdual Wsswe "a NommembeMwy. Addillonal temporary eM pennaneM braWg MiTek' Is allays regulmd for stabirdy and to prevent oouapse with personal ponal Inluryand property damage. Forgeneral guldance regaldilg the fagdwUon,storege,delivery,ereB nmdbmdrgofMmsaMnsssMems,see ANS17MI Quality Chada, DSB4i9 and BC31 Building Component Sebylnlamatlan avatable horn Tmss Hate lnSMme,218 N. Lee Street,Suite312, Alexandria,VA22314. 5904 Parke East BIM. Tempe H. 38610 Job Truss Truss Type Dty Ply Frade Res T78223888 J37714 B04 Half Hip 1 1 Job Reference (optional) N s.uaeu Imo rL rrcrce, rL assets B34USJU1143U19MlleKlnaUSVies,inc Frl SeD27U6:3B:5fl SoWe=1:49.3 48 = 4.4 = 1x4 II 3x10 = 3 21 4 22 23 5 6 30 = 3xe 4x8 = 2x4 I led II 2x4 II 4x8 = 1.4 II 1-0-e1�le-a 90o 13-6a basal zas-1z z6-ta I ze-7-12 t a-Ba M a_u 1r1n a� AM I Plate Offsets (X,Y)- [3:0-5A,0-2-0], f13:0-6-0,0.2-01 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Vde8 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.74 Vert(LL) -DA6 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.35 12-13 >924 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-AS Weight: 1701b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 6.7,2-17: 2x6 SP No.2, 13.16: 2x4 SP No.2 REACTIONS. (lb/size) 7=149510-7-0, 17=1677/0-8-0 Max Hom 17=249(LC 8) Max Uplift 7=334(LC 8), 17=41 B(LC 8) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-327/32, 2-3=2108/444, 34=-2731/661, 4-5=2370/558, 5E=2370/558, 7-9=1430/349, 6-9=1390/387 BOT CHORD 1.17=56/397, 16.17=302/462, 4-13=392/165, 12-13=681M800 WEBS 2.16=16411390. 3.16=466/196, 13-16=-394/1664,3-13=263/1363, 4-12=-477/137, 5-12=-722/315, 6-12=599/2484, 2-17=16061547 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-G-0 0o bracing: 13-15 1 Row at Inidpt 4-12 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=2911; eave=4ft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 -3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurard 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 3341b uplift at joint 7 and 4181b uplift at joint 17. 8) This truss design requires that a minimum of 7/16" structure[ woad sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTak USA, Ind. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: September27,2019 ® WARNING -Verity des9n pa,amelers and READ NOTES ON Ties AND INCLUDED MITEK REFERENCE PAGE M,7473 rev. IWO32015 BEFORE USE. '.■�' Design valid ferule any with Somata can IXIOM. TNs design Is Eased only uponp usommus spawn, and Is Im an ladled al EueLng component. net a Wss system. eerore use, ile bu6dingmwend r must venryme aaltroas w of dn4gn and properly hwryontle Ws Oezlgn Wo me averen dame members tllcr aEENmy gn. BmWtabil"ed is train Mndmith nerd bracing MiTek' b always roqulmd. Is awrrayl; antlto 00EuGMgh possible tlPmPe damage. eralgu,DSB Rating 9andBme oewsses and Bps Systems, Iahlyingetor derweiry. lection and s,we ANSVTPe. uglify A.VA1fgeenty emena, Oseasandecslemmma component Parke title bbleftmTand RMGIAMOO.218N.W d,Ss,e3l Sehylnyormptlon avMlablefmm Trvas Flats ln591Ne, 216 N. Lee 9xH, 6uae J12, Alexantlria, VA 22314. 3East 601BIW. Tampa, FL 36610 Tam NOTES- 1O) Hangli or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 lb down and 163 lb up at 7-0-0, 166 Ib dovm and 155 lb up at 9-Og2, 166lb down and 155 Ib up at 11-0-12, 1661b down and 155 Ib up at 13-0-12, 185 Ib down and 172 b up at 15-0-12, 185 Ib down and 172 Ib up at 17-0-12, 185 Ib duwn and 172lb up at 19-0-12, 1881b down and 172lb up at 21-0-12, 188lb doom and 172 Ib up at 23-0-12, and 188 Ib down and 172 Ib up at 25-0-12, and 170 Ib dovvn and 1551b up at 27-0-12 on top chord, and 205 lb down and 114 lb up at 7-0.0, 51 Ib down at 9-0-12, 51 Ib down at 11-0-12, 51 Ib dovm at 13-3-12, 65 Ib down at 15.o.12, 651b down at 17-0-12, 65 Ib down at 19.0-12, 651b down at 21-0-12, 65lb down at 23.0.12, and 651b down at 2S-0-12, and 51 Ib dcvm at 27-0-12 an bottom chord- The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plp Vert: 1-3-90. 3-7=90, 16-19=-20, 15-16=20, 11-14=20, 8-12=20 Concentrated Loads (lb) Vert: 3=-112(B) 6=124(B) 16=-35(B) 4=-112(B) 17=-147(B) 11�35(B) 23=-112(B) 24=-112(B) 26=124(13) 27=-124(B) 28=-124(B) 30=124(8) 31=-124(8) 32-112(B) 33=35S) 34=35(6) 35=32(13) 36=-32(8) 37=32(B) 38=32(B) 39=32(13) 40=32(13) ®wggNING �VerilylesipRParamelers anJREAa NOTES ONTMS ANa IN0.UDED MITEK REFERENCE PAGE Mll-T<T] rev. f0/0]/2015 BEFORE UEE. �®�Y� pesign road bruw onywah M1LTek®Amneaon.TNa OesYJn Is bautl ony upon parameters snml, one Is torso IMiNeuW buaSmg curlmawn� nq abuse system Belue usa. me bwWvq 4evgnermustvery Vn appewbSay ol4esyr pammeten aM pmpMy Nuupente Vlb tlesign vaA Vre overall is to preverA buWm9 bf baMaalwssvrebaWor droW members ony. P4EabtW tenworary erd wmumembmdng � MOW paVn9eesga&arsairtliwted bataaysm9u6ea fu atabiuy aM to presertweapwvNb pwsiWa penanalirylayand pmpwty 4amage. For general puidanw regaNirg tlw bNKaamLtlwape. daTivery. eretlion aW bmdrg bltrussesaM buss systems. sea ANSUTRf auePy Comrle, OS8a9end BCSIBWImng aomponem 5deyrmormrtkn avalabb bam Tmss RAe IntlEWe, 218 rt Lee StreN. Sutleal2. PleTanElia, VA 21a14. T�a R Mid�amp Job Truss Type Oly Ply Fmce Res T18223894 J37714 oss COS HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.24D s Jul 14 2019 MITek Industries, Inc. Fri Sep 27 06:39:04 2019 Page 1 ID:SjhL6KOyBBM7CWThmNoZwa:PgB5.7TmKG4GacT36GDJX WReywMzOZlap408gtauMXyZVd2b 6.7-11 F, 12-104i i3-11-12 6-7-11 6-2-13 1-14 4X4 = 3x4 4 5 3x4 = 4x4 = 3x4 = 3xe = 6-7-11 12-IM i3.11-12 1-0-8 Dd�1 4.1" 6-2-13 1-11-0 Scale=1:39.5 Plate Offsets (X,Y)— I6:Edge 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.49 Vert(ILL) 0.15 7-8 >949 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.12 7-8 1999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.64 Hor2(CT) -0.01 6 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight 921la FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 5-6,2-9: 2x6 SP No.2 REACTIONS. (Ib/size) 6=64910.7-0, 9=8641041-0 Max Hom 9=355(LC 8) Max Uplift 6=-052(LC 8), 9=408(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=805/321 BOT CHORD 8-9=317/99, 7-8=520/646 WEBS 3-7=-643/523, 2-8=207/680, 2-9=799/320 BRACING - TOP CHORD Structural mod sheathing direNy applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced mof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.0psf, h=1711; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. S) This truss has been designed for a 10.0 par bottom chord live load noncencerrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 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 4521b uplift atjoint 6 and 4081b uplift at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. Joaquin Volez PE No.68182 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 27,2019 ®WARNING Verity design parameters and READ NOTES an THIS AND INCLUDED MITEK REFERENCE PAGE Mil-747J rev. IGVL015 BEFORE USE. Design Valk Mr use onywM, AfiTelt&c0nnem4n.Tkk design is based ony upon parameters shown, no Is for an individual Wlltirg camponent, not a Suss system Before use, me building designer must vedythe appictllily of design parameters and Milady incorporate mB design Moto ovenil bwldingdesyn. Bndngi Mic edistopMvnt We g&MdmdueltmnwMandlwMoNmembemmy. AddsionNlemporaryandpemunentbrackg MiTek' is allays required for snb ity and to Moved callapse wit Possible personal Injury mM propeMtlamage. For general guldarce regarding the f dmbon,nomge,de9Very,emw nandbmdngof LussesmMW33syslem..see ANSVTPII Duality Cdrada, DS"9 and 9=1 Building Component 6911e Pame East BM. SaldyinhUrnaden av bleh Toss Plalelnat4Ne,21BNLm SUee., te312Aleaandda.VAYt314. Tampa. FL 36610 4x4 = 34 = Scale =1:33.8 4 5 Am = LOADING (psp TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Inv YES Code FBC2017yTP12014 CSI. TC 0.33 BC 0.64 WB 0.35 Matrix -AS DEFL. in Vert(L-) 0.28 Vert(CT) -0.27 Horz(CT) -0.01 floc) Udell Ud 7-8 -524 240 7-8 -533 180 6 No n/a PLATES GRIP MT20 2441190 Weight 90111 FT=0% 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. WEBS 2x4 SP No.3'Except' 5-6,2-8: 2x6 SP No.2 REACTIONS. (III/sae) 6=649/0-7-4, 8-864/a8-0 Max Hom 8=300(LC 8) Max Uplift 6=452(LC 8). 8=-037(LC 8) Max Grav 6=649(LC 1), 8=864(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-206/259, 3-4=437/190, 4.5=283/218, 5.6=663/481 BOTCHORD 73=-464/603 WEBS 3-7=360/276, 4-7=284/91, 5-7=500/635, 3.8=692/94, 2-8=-295/72 NOTES. 1) Unbalanced roof live loads have been Considered for this design. .2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=9.0psf; BCDL=6.Opst h=17ft; B=45ft; L=24ft; eave=4111; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right "posed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonamcunent 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 452 Ib uplift at joint 6 and 437 Ib uplift at joint 8. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/Y' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MRak USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa. FL 33810 Data: September 27,2019 ®WARNING-venrytlealgn Oaramerers and READ NOTES ON THIS AND INCLUDED M?EH REFERENCE PAGE MI17473 rev. 1W031ZO15 BEFORE USE. ��e® Desyn valid for use only with MTekbearmectars. This design Is based only upon parameters shown, and Is Wan bMivdiml beading component nit a Doss symem. Before use, the bantling designer muBw* Me Wpfloolldy of deSgn parameters and prepeM incoryeram Nis d4slgn rum the overall ��-��•YYY "dingdesign. adding inMeated B to maWrI WSkang of lndMdeal mass web armor Nord members any. Adtltlional lempomry eM permanent brecNp MiTek' is always required for stability and to prevent coaapse with possible personal Injury and property damage. For general guidance regadiig Me monomer. Storage. doevery, ereGon and bradig oftemom and truss sy9ems,see ANSUTPII quality CRAWN, DS84i9 and BCS1 Building Component 6901 Parke Fall Blvd. SalelylNOrmeflM avanabte ham Truss Plata InsitlNa.210 N. Lee SIrsH, Sutle aft, Alexandtla, VA2Z31d. Tampa, FL 36610 lob ' Truss Truss Type Oty Ply Frade Res T18223895 J37714 C07 r1 HALF HIP 1 Job Reference (optional) .....aa511 fuss, rtrrolm, IL.wevo _ p.[9V S Jul 142MU MIICK I0au5Nes, Inc. YD Sep 2/U6:39:uid 2019 11 4x4 = 3x8 = Sole =1:29.D 4 5 2x4 11 LOADING (par) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ina YES Code FBC2017rTP12014 CSI. TC 0.31 BC 0.40 WE 0.33 Matrix -AS DEFL, in Vert(LL) 0.11 Vert(CT) -0.11 Horz(CT) -0.01 (too) I/dell Vd 7.8 >999 240 7-8 >999 180 6 n1a n/a PLATES GRIP MT20 2441190 Weight 83 lb FT=0% 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. WEBS 2x4 SP No.3 `Except` 5-6,2-8: 2x6 SP No.2 REACTIONS. UNi ize) 6=649/0-7-4, 8=864/0-6-0 Max Holz 8=245(LC 8) Max Uplift 6=429(LC 8), 8=460(LC 8) FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shaven. TOP CHORD 3-4=583/309, 4-5=439/319, SZ--609/380 BOTCHORD 7-8=-452/575 WEBS 5-7=420/564,3-8=777/252 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh, BCDL=6.Opsf; h=1711; B=45ft; L=24ft; eave=4ft; Cat II; Ecp C; Encl., GCpi=0.18: MWFRS (directional); cantilever left and fight exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Us Center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconwment with any other live loads. `6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 429 Ile uplift at joint 6 and 460 lb uplift at joint 8. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6834 6904 Parke East BNd. Tampa FL 33610 Date: September 27,2019 ®WARNING - Verify design Parameters anJREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10/034015 BEFORE USE. Design valid far use O*WM MiTsalt mnectors. Tnis design is based any upon Random shown, and is W an Individual buadhg component nm a buss system. Before use, me Willing designerannu veri ythe applicability of dedgn paramshers and prepedyinmryords Bile de9gn Into the overall buildingdesign. BracNg indicated is A Prevent budding of Individual miss web andlar Moth member onry. Adddbnetemporaryeropelmanembracing MiTek' is always required for slabiNy and UI PMWM collapse wrh possible personal Injury and pal damage. Forgeneralliumnceregadilgthe fabdcaaon, rtorga, detivery.erecdon end bring otmisses end Wss syshems,see ANSUTPIf quality Creada, DS"9 and BCSI Building Comonerm Seferylnfamodun avallablehom TMSSRMelnM 9,218N.Le Ume.&fte312,AIaxandda.VA22314. 6904 Parke Best BM. Tama, FL 366110 Sob ' Truss Truss Type Oty Ply Freda Res T18223897 J37714 COSG HALF HIP GIRDER 1 1 Job Reference (optional) East coast Truss, 1-1. Fierce, 1-1. 34846 8.240 a Jul 142019 MRek Industries, Inc. Fri Sep 27 06:39:07 2019 Pagel I0:SjhL6KOyBBM7CWThmNoZx2PgB5.X2RSu61SvORh7h26ff7LaY_U9nrJOU2dMgpYysyZW2Y 1418 6-10-8 10.5.2 1341-12 1458 S-2-0 I 3b10 3$la Scale = 1:25.5 4x8 = 1.4 II 3x8 = 34 1-0-8 141E 65-2A-104i 105m-2 13-11-12 1-0d I u Plate Offsets (X,Y)- 13:0S-4 0.2-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) gdefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) 0.05 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 VerICT) -0.04 8-9 >999 180 BCLL 0.0 ' Rep Stress Ina NO WE 0.39 Horz(CT) -0.01 6 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 831b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD Zx4 SP No.2 WEBS 2x4 SP No.3*Except- BOTCHORD 5-6,2-9: 2x6 SP No.2 REACTIONS. (lb/size) 6=1084/0-74, 9=1098/0-8-0 Max Horz 9=19D(LC 8) Max Uplift'6=628(LC 5), 9=597(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=1124/575, 3-4=-767/448, 4.5=767/448, 5-6=1017/593 BOT CHORD 7-8=566/905 WEBS 2-9=-1029/478, 2-8=.361/807, 4-7=556/314, 5-7=-633/1082 Structural wood sheathing directly applied or 5-0-3 oc punins, except end verticals. Rigid ceiling directly applied or 10-" oc bracing, Except: 7-9-12 oc bracing: 7-B. NOTES. 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf h=17X; 8=45R; L=2411; eave=off, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. ' 5) This truss has been designed for a 10.0 psf bottom chard 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 Wilt fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 628 lb uplift at joint 6 and 597 Ib uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 163 Ill down and 160 lb up at 6-1GS, 171 lb down and 152 lb up at 8-11-4, and 171 lb down and 1521b up at 10-11-4, and 167 lb down and 1491b up at 12-11-4 on top chord, and 2941b down and 54 Ib up at 6-10-8, 871b down at 8-11-4, and 8716 dawn at 10-11-0, and 851b down at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applletl 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=1.33, Plate Increase=1.33 Uniform Loads (plp Vert: 1-3=90, 3-5=90, 6-10-20 Concentrated Loads (Ib) Vert: 8=-135(B) 3=107(B) 14=107(B) 15=107(8) 16=115(B) 17=-33(B) 18=33(B) 19=-35(B) Joaquin Velez PE No.68182 MITek USA, Inc. FL Con 8034 6904 Parke East Blvd. Tampa FL 33810 Date: September 27,2019 Sob rues Truss Type 0ty Ply Freda Res T1B223898 J37714 D01GE Common 1 1 .lob Referenon (optional) East Goaa1 1Na9, YL Pierce, YL 34Y46 8.240 sJu1142019 MiTek Industries, Inc. Fri SeD2706:39:082019 Scale = 1:41.2 Ii = Id �� 3x10 = 9O _ 1-48 1,g3 6G5 11-10.8 1]-2-11 22-0-8 2 23.9-0 � I Plate Offsets (X,Y)— [2:0-11-5,D-2-121, r2:0-3-1,0-0-0],16:0.3-1 0-0-01 [6:0-0-5 0-2-12] [8:0-2-7 D-1-4] 111:0-2-7 0-1-01 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Ven(LL) -0.07 10 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.12 10 >999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.14 Horz(CT) 0.03 8 ma n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1591b FT=0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 REACTIONS. (lb/sme) 11=1291/0-0-0,8=1291/0-0-0 Max Horz 11=216(LC 6) Max Uplift 11=-359(LC 8), 8=292(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1100/137, 2.3=1526/410, 3-4=1172/338, 4-5=1172/339, 5-6=1526/417, 6-7=1100/166 BOT CHORD 1-11=223/1219, 10-11=223/1226, 8-10=233/1219, 7-8=233/1219 WEBS 4-10=417/447, 5-10=329/216, 6-8=10021478, 3-10=329/204, 2-11=1002/527 NOTES- 1) Unbalanced roof live loads have been considered for this design. •2) Wnd: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCOL-9.0psf BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exit C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl 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 0t between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 It, uplift at joint 11 and 292 ID uplift at joint 8. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.88182 MRek USA, Inc. FL Can 0034 6904 Parke East Blvd. Tampa FL 33810 Dale: September 27,2019 ®WARNING - very desgn parameters and READ NOTES ON T109 AND INCLUDED MITEK REFERENCE PAGE MII.14T3rev. 10/D.V1015 BEFORE USE. Design valid for use onlywith bbTeWconnectore. ]Ilia design Is based only upon pa,ameets Shown, end is loran Individual bulki'm comporlem, not ��■■66 Na a Wsa eydam Belare use. Ne bwNing de4gner must vedy Bn appgcablllTj of design paremeremend propeM lncorponve MIS design Mrothe Overall bulldingdesign. Bracing Ndlraledisto PMvMWWingofNdMdualtmsswebW&WUmmmeftMwly AddilbnaltempararyanitermaneNWaung MiTek' Is always required for stabiliy and to prewid oclapse with poselble personal injury end pmpedy damage. For general guidance regaining me fabrication, Storage. deWeq. disown and broad o/ Wm3 and truss systems, See ANSUIP1100814 Ciboria, 093419 and awr auffmng Component Safelylnformeff4n evadable Wm Truss Plata IAMW%218 N Lee elreet sane 312, M=ndda, VA 22314. 6904 Parts East Blvd. Taml FL 366110 lob ' Truss Truss Type Oty Ply Frade Res T78223900 J37714 D03 ROOFSPECIAL 1 as L Job Reference (optional) test l:0as1 INss, Yr. Yaenxf, YL 34946 8.240 s Jul 14 2019 MTek Industrias, Inc. Fri Sep 27 06:39.092019 Page 1 ID:SjhL6KOyB8M7CtwTbmNoZwzPgB5-URZDJoJiR7iPN BUn31 pfz4tGaXNUKmwp81f1 kyZW2W 3as 7-1a loco ILIM3 17411-zoa.fz 141 3-a5 3A13 3+13 S 13 3+13 11.1 7A Scale=1:42.5 44 O 8x10MISSHS II 14 8 3x8 i APPLY 2 X 8 SP DSS SCABS) TO ONE FACE OF TRUSS. 3x8 ATTACHWTH2ROWSOF1Od NNS (0.131-X3-) SPACED @3'O.C. USE 2" MEMBER END DISTANCE. 10.7-12 385 1-1-3 164e 1069 1310.13 M i 17311 2D0.0 2t-0-0 365 I 34.13 3d1 V-- 3 1 MY 0-1-12 Plate Offsets (X,Y)- I7:9-1-12 D-1-12I r4:D-2-110.4-0) n:9-1-12 D-1-12) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (foe) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TO 0.29 Vert(LL) 0.58 11 >423 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) -0.84 11 -291 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WE 0.69 Horz(CT) 0.96 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-AS Weight 2391b FT=0 LUMBER - TOP CHORD 2x4 SP NCA BOT CHORD 2X4 SP 270OF 2.2E WEBS 2x4 SP No.3'Fxcept' 4-11: 2x4 SP No.2, 1-15,7-16: 2x8 SP DES OTHERS 2x8 SP DSS LBR SCAB 7-16 2x8 SP DSS one side 1-15 2x8 SP DES one side BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 15=1122/0-8-0, 16=1122/0-8-0 Max Horz 15=258(LC 7) Max Uplift 15=660(LC 8), 16=660(LC 8) .FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4462/2371, 2-3=6990/3282, 34=7720/2920, 4-5=7720/2920, 5.6=6990/3282, 6-7=-0462/2371, 14-15=1 122/660,1-14=1230/668, 8-16=1122/660; 7-8=12301668 BOT CHORD 13-14=394/629, 12.13=2039/4149, 11-12=2865/6801, 10.11=286516801, 9-10=2039/4149, 8-9=-224/497 'WEBS 4.11=2451/6537, 5-11=-279/1198, 5-10=-032/65, 6-10=848/2591, 6.9=719/284, 3-11=0/1039, 3-12=432165, 2-12=848/2591, 2-13=-719/284, 1-13=1819/3564, 7-9=-1819/3564 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4- 1 row at 0-960 oc, 2x8 - 2 rows staggered at 0-9-13 CO. Bottom chords connected as (allows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 9 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsl; h=17ft; B=45ft; L=24ft; eave=4tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and night exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 Pat bottom chord live load nonconcument with any other live loads. Joaquin Velez PE No.68182 MiTok USA, Inc. FL Cart 6834 898E Parka East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING -Verity desfpn parameters and READ NOTES ON MIS AND INCLUDED MIrEX REFERENCE PAGE MIP7473 ru, W03/2015 BEFORE USE Design valid for use only Von ALTek6 ces nectore. This design is based only upon parameters Keen, and Is M an gdyldual Wild, comeament, not a cod system. Before use, rue bunting designer must veryrue applicability of deep parameters and properly inwrpomte We design We me overall -•Y bwlsingdesign. among indicated is le prevent budding ofirchAEual Was web sector chord members one. Addaioneltemporayandpermanembaung MTek' Is always required for stability and to prevent collapse with fordable personal Injuyand property damage. Forgeneral guldarce regarding the MbdwUon,atomge,doWey,emdbnmdbradMMWsdsmdm ssgVems.we ANSIRPIIQ..WCrttd.,DS649and BCSl Buflding Component Saleryfnygnnadon avaeabletmn Tars Plate In=00,218N.Lee9re auae3lZAlexandria,VA22314. 6904 Pa" East BNd. Tanga. FL 36610 ob ' �Twss �TmType �Qtyply�FadeRe's�T18223900 J37714 AL (optional) East Coast TmseS, FL Pierce, FL 34946 8.240 s Jul 14 2019 MTek Industries, Inc. Fri Sep 27 06:39:09 2019 Page 2 ID:SjhL6KOyB8M7Ct ThmNoZw Pg95-URZDJoJiR4iPN BUn31 ph4tGaXNUKmwp8lfl kyZVV2W NOTES- 8) - This huss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 15, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6601le uplift at joint 15 and 660 lb uplift at joint 16. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrooc be applied directly to the bottom chord. ®WARNING. Verity design pannier ds and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW-7473 rev. 1WON2015 BEFORE USE. Cosign valid gauss only Wn MTeM conneaora. Tbis design is based only ulnas parameers sham, and is for an individual buhlding oomp0nent not �• a Miss system. Based, Use. Me building designermust early" appBrsbify ofdesign parameters and properly incorporate Pros design into me overall bUIBingdaegn. BOOMg lndled cais to prevent buckling of indmdual truss web ants chord!members only. Additional temporary and pamenera bracing � Wek' Is allays re,ured for Stability and to preverd collapse with possible personal injury and pmpeM1y damage. Forgenerelguidanceragarding Ne iabdraWn; smrage,d.Nory,eredion and lagers ofbus... W Was syaems,see ANSg1Plf Dua6y Criteria, DS049 and BCSI BuIMing Component 6604Parke Fast BIW. SaKylMormefbn available M1om Truss%age lnsMme, 21BN Lee Street, Sude312, Aleundda, VA22314. Tension, R 36610 gob a Truss Truss Type pry Ply Frade Res T18223905 J37714 PB3 Piggyback 2 I Job Reference (optional) • � 6 4x4 = 3 as Y 029u5JUI191Ula MlleKlnOUSVIeS,m6 rnbe02/Ub:39:142V1B 4x4 = 4 8 7 _ 3x4 = 1x4 II 1x4 II 3x4 Scale: 12'=1' 4-1-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (lot) gde0 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Ven(LL) 0.02 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 VerIC0 0.03 6 ntr 120 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 5 n/a Na BCDL 10.0 Code FBC2017riP12014 Matrix-S Weight: 4816 FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-2-6. (lb) - Max Horz 2=104(LC 7) Max Uplift All uplift 100 to or less m joint(s) 8, 7 except 2=116(LC 8). 5=116(LC 8) Max Grav All reactions 250 to or less atjoint(s) except 2=316(LC 1). 5=316(LC 1), 8=455(LC 17), 7=455(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3.8=343/106,47=343/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-9.Opsf; BCDL=6.Opsf; h=17ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chard bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 7) - This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 7 except Qt=lb) 2=116. 5-116. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Vole: PE No.68182 MITok USA, Inc. FL Cad 0034 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING. Verify designparameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGEMI67O3ray M03t2015 BEFORE USE. Design wool forum onlywW Mmedscanneetols. This design is based only upon paramoten shown, and IS Wan indirwi al bu11NIg component no ��• atmsssyslem.Be use,ereb.WhgdaslgnermusiveriyaleappHrabitiyofdedgnpammetemmdpmpeMhWMomlo Wsde9gn Lnogleo W buildingdesign. BrzGngIndiuled13toprewrdbuckingofindMdv9imsswebandlorchoMmembersonly. Additional temporary and Permanent bracing MiTek' Is always required for stability and to prevent COHapse wain possible personal injuq Md properly damage. For general guidance regarding the Inbrioation, Storage, delivery. eretlion and bracing ofbumes and truss systems, see ANSVIFT!Duality Cdreda, DS"9end BEST Building Component SereyfaWmoaon avapablehom Ttusa SMt InWl .,218N.LeeB d.BK.31},Alexandr,VAM14. Bases Parke East BIM. Tampa.FL Mile rib ' toss Truss Type Oty Ply Fmde Res T78223906 J37714 P64 Piggyback 10 7 Job Reference (optional) C.ZRU s Jm 14 zUIU rust ex inausmes, Inc. en sep 2T W:39:15 2019 Page 1 ID:SjhL6KOyB8M7Ct TbmNoZv PgBSIawUZrOTOrSY5vfe7KODuEKpt72muACoB4lzEOyZW20 Scale=1:23.6 44 II 3x4 = 6 1x4 II 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) 0.03 5 n/r 120 MT20 244/190 TCOL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) 0.05 5 nfr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hom(CT) 0.00 4 file n/a BCDL 10.0 Code FBC2017rrP12014 MatrixS Weight: 45 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP ND.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=361/12-2-6, 4=361/12-2-6, 6=719112-2-6 Max Harz 2=122(LC 6) Max Uplitt 2=132(LC 8), 4=132(1-C 8). 6=116(LC 8) Max Gmv 2=365(LC 17). 4=365(LC 18), 6=719(LC 1) FORCES. fib) -Mae. CompJMax. Ten. -Allforces 250(lb) or less except when shown. WEBS 3-6=5121166 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0Go pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0GO bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.OpsF h=17ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; End., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its Center. .4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live load noncancument with any other live loads. 6) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=132,4=132,6=116. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 8834 8904 Parke East Blvd. Tampa FL 33610 Date: September27,2019 ®WARNING-Vedy design yaramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1WO32015 BEFORE WE. Design valid for use only win MiTek®cwmedom. TNs design is based any upon parameters swan, and is for an Indivduw buld, component, net a tram syWem.Befere see, the building designer must verly Me applczbJly of design parameters and properly Ncorpomta Bds design Imo the overel 1xelldngded9n. Bracing Indicated is to plevem bucking ofindhdduel Uum web andeebr NON members dry. Additional temporary and Ceswent bracing MiTek' Is allays roeulmd for sturdy and to prevent Legatees, with possible persowinjury and injuand propeM damage. For general guidance regarding the fabrication. Storage. delivery,erootion and onion, affinities and truss systems, we ANMUT7110ua14 Cdfedo, DS8a9 And SCSI Building Component Saleylaferseeaon avdlabk how Tmsa Plata lnsl4vee, 2la N. Lee Street, Suite 312 Alexandlu, VA 22514. 6904 Parke Ease Blvd. Tampa, FL 36810 Job ITruss Truss Type ply Ply Fmde Res T78223907 J37714 14 Valley t 1 Job Reference (optional) Cast umin Iluss, FL Pierce, FL 34946 2x4 i 8.240 s Jul 14 2019 MiTek Industries, Inc Fri Sep 27 D6:39:182019 Page 1 ID:SjhL6KOyB8M7Cl TbmNoZv PgB5-j9wCtOMJmg7yNNDOShwWsyTUCdvSYpEu2zd6yZW2N 314 2 2x4 Scale =1:7.7 Plate Onsets (X,Y)— 12:0-2-0Edoe) LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in floc) Udeg Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.07 Vert(L-) n/a - nua 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) nIa - null 999 BCLL 0.0 ' Rep Stress Inv YES WE 0.00 Horz(CT) 0.00 3 nia rda BCDL 10.0 Code FBC20177rP12014 Matrix-P Weight 11 lb FT=0% LUMBER - TOP CHORD 20 SP No.3 SOT CHORD 2x4 SP NOS REACTIONS. (Ib/size) 1=15214-0-0, 3=15214-0-0 Max Horz 1=25(LC 6) Max Uplift 1=35(LC 8), 3=35(LC 8) FORCES. fits) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 Be bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6.Opsf; hot7ft; B=45ft; L=24R; eave=4ft; Cm. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) 1, 3. Joaquin Velez PE ND.69182 MiTak USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: September27,2019 ®WARNING VeAy design parame cos and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7472 tev. 10=42015 BEFORE USE !' Design valid br u5o antywgD Mmek®cmnaMm. This tlesgn b based oNy upon parameter Mown, antl is far an iMINEuaI bugEin9 mmpolrenl nd system. Berere use, the me awrall g designer must verify Iha anal web Ensign parameters ers pmpedy mmryorete this Ensign Is ohues Indicated1 mussuro penthe bracMg nginEyand islreventollapsefth lousling Nnable MiTeW Is aln9Eesigired1wn. phusnwenay andler popmembenony.AEeneralodaruaryaM Collapse Injury pmpeMdamage. Is alwaysrequlrodbrelsery. wM poasi!w vecto saner ualay afteni, DS"9ard BNa Iahnrallon.sto2gg tlellvery, erection end braGig MWsus enE truss systems, see ANSIRPIi guatify Cdleda, 05ad9 and BCSI Building Component of won see Seleylnlormeflon avagable lmrn Tmsa Pale lnsHNe, 210 N.1ee 9reM, Su0e312 Aleaandru, VA 22316. 6904Prka East BIW. Tampa, B. 2a010 Tons, Jo0 suss Truss Type Qry Ply Fretle Res J37714 VB Valley f f T�38 Job Reference o lional elan s Jul 14 Lm9 MI I ex InausMes, Inc. Fn Sep 27 06:39:18 2019 Pagel ID:SjhL6KOyBBM7Ct Tbm NoZw<PgB5j9mCIQMJmg7yNNDoShwWsyNGCd5Y2Eu2zddyZW2N Scale-1:15.1 4x4 = 2 4 2x4 i 1.4 II 2x4 Q 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 Vert(LL) rda - n/a 999 MT20 2441190 TCDL 1&0 Lumber DOL 1.33 SC 0.20 Vert(OT) rda - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(CT) 0.00 3 n1a nla BCDL 10.0 Cade FBC2017rrP12014 Matrix-P Weight: 25 to FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=192/8-0-0, 3=192/8-0-0, 4=360/8-0-0 Max Hom 1=62(LC (I) Max Uplift 1=62(LC 8), 3=62(LC 8), 4=-45(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=276/96 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=17ft; B=451t; L=24ft; eave=oft; Cat. It; Exit C; End., GCpl=0.18; MWFRS (directional); cantilever left and fight exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked fora plus or minus 0 degree rotation about Its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwncument with any other live loads. 6) ' 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-" wide will r4 between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.68182 kirrak UK Inc. FL Carl 2634 6904 Parke East Blvd. Tampa FL 33610 Dale: September 27,2019 ®WARNMG. Verity designpaeamere- and READ NOTES ON THIS AND INCLUDED MOEH REFERENCE PAGE MIL7472 rev. NVO21015 BEFORE USE. !' Design valid for use ony wen MilaMD connecdam. This design is based any upon parameters shown, and is Or en IndiAdual building Compart.m not a mass system. estate use, the building designer must verly me appYrabidy of design parameters antl prepeM huarporare the deep into the asmal ■q WildingdeMga.&aWpindicaledintopreueMbu&GngallndMMalmaawe0andlmNONmemberony. ADddbnaltemporeryaMlareanembmtlng WOW Is always required for stabllty ante, pmvem Collapse wish possible pereenal injury and properly damage. For general guidance regarding the fabdeadOn. 502l dellvery,eletlAn and trading N Waaea am Nils Systems, we ANSIMM Quality CdNdA DSBA9 and SCSI Building Companies 6a/efyle rmaOon evaJable ham Tluss Hate lnsblule, 2la NLee SeeN, Supe all Alexandria. VA 1914. 6900 Parke East BM. Tampa. FL 36610 ob ' Truss Type Qry Ply Frade ResT70223909 PSG J37714 Valley 1 1 Job Reference (optional) ___. ....._.,„, a 1 4 2019 1a rea nmusu ma, nro. rn Sep zr MAU:Ib ZVItt Page 1 ID:SjhL6KOyB8M7CI ThmNoZwzPgB5-nnUsnBP5n9aPi3Egh2fSRRsy8PUJdduyOkUXngyZN2P 5-10.8 10a1-6 11 5.10-8 4-3.0 3-1 4x4 = 8ea1.=1:15.4 2x4 II 2 6 3 B.M 12 Li 4 • 1 5 4 2x4 ' 1.4 II 2x4 II lase 10 5e l LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Met L/d PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 - Lumber DOL 1.33 BC 0.42 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.09 Horz(CT) 0.00 4 Fda Iva BCDL 100 Code FBC20177TP12014 Matrix-S Weight: 381b FT=0% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 20 SP No.3 REACTIONS. (lb/sae) 1=275/10-5<, 4=207/10-5O, 5=583/10-5-4 Max Holz 1=146(LC B) Max Uplift 1=29(1_C 8), 4=75(LC 5), 5=164(LC 8) FORCES. (lb) - Max. CompJMax. Ten, -All forces 250 (lb) or less except when shown. WEBS 2-5=e45/221 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=17ft; B=4511; L=24ft; eave=4111; Cal. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed: Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water pone ing. 3) Plates checked for a plus or minus 0 degree rotation about its center. . 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 1, 4 except (jl=1b) 5=164. Joaquin Valez PE No.68162 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING- verirydesignpnnamar and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 10m34e15 BEFORE USE. Design veld (muse only with MTek®wnnMon, This design is based only upon paremebor Shown. and Is loan IndlvWuw W#Sng component, no a truss system. Bosse use, the building designer must vent' the appacabifty of design parameters and pmpery Wcoryonote Ws design Memo overall bdidingdesign. B.aGglM, edistoprmeMWWingof NdMduallmss web anNorebordmembers only. AddlionaltemponevaMpermanembraang MiTek' Is always required fed stabitty and to prevent collapse with possible personal lnluryand property damage. Fergenemlguldancereprosgthe dsNely,S.W.. and bRrLg 0trusses and snobs sysN,ow, see ANSM111 Duality Cdreda, DSB49 and Goal Bu86ng Component fabrlWlln.,Storage, va Sa otymdormol.n aeable ham Tmss PIMe Inslhme, 218 N. Lee Sbae4 Sude 3lZ Aleaandna, VA22314. 6904 Parke East Blvd. B Tampa, FL 36610 ob Truss Truss Type pry Ply Frade Res T18223910 J3P14 12 Valley 1 1 Job Reference (optional) ran exm. ...an' mc. rn uep Li mnorib zmu rages ID:SjhL6KOyB8M7CtwT mNoZw PqB&nnUsnBP5r9aPi3Egh2fSRRswoPt5ddpyOkUXngyZW2P Scale=1:21.5 44 II N 3x4 i 1x4 4 3x4 O 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) Na - nra 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 39 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SO No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=272/12-0-0, 3=272112-0-0, 4=640112-0-0 Max Horz 1=99(LCG) Max: Uplift 1=-79(LC 8), 3=79(LC 8), 4=112(LC 8) Max Gmv 1=276(LC 17), 3=276(LC 18), 4=640(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=468/164 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional): cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 I6 uplift at joint(s) 1, 3 except 61=11b) 4=112, Joaquin Velez PE No.63182 MTok USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33918 Date: September27,2019 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERENCE PAGE MIId473 rev. 10M3,2015 BEFORE USE. Saaaa `p- Deign valid for use Only Wall, A1Teld!) wnneaers. Tbb design Is based only upon parameters sneer, and IS ror an inelwin t bulding wmwth nent, n m a truss system. Beforeuse. tie building designer asivedythe applirabitily or design parameters and propellyinwryourts Nis design rota tie overall• bwldsgdesign. BmchgindioatedistOpreientWWM90fNdMdualWnMbWWOrrllordmem mmrs ,. AddNonaltemporaryaw,VrTanerabracing WOW always required forstabiiily and to prevent collapse will posable personal injuryand propedydw amage. ForgeneralpidanregaNingue fabdradon.=.go. de4very,eRadibn and leading ofbusses and truss Systems. See ANSUTPIi cuddly Crirerta, DSB489 and BCS1 Building Component Safetylnlermedan avagable uom Tmss RMe InMOe, 218 N. Lee &.O. Sufta31Z Alewndda, VA22314. 6904 Parke East BIM. Tampa FL 36510 Jab ' mss Truss Type 0ty Ply Frade Res T78223971 J37714 V72A GABLE 1 i Job Reference (optional) Dail uaasf truss, 11.r 11., IL o4eAU d.24USJuii4201umitex Dlau5m6S,lnc. Fri Scale =1:21J 4x4 = 1x4 II 2z4 II 2 g 3 4 6 5 3z4 4 1x4 II 1.4 1 I 2x4 11 12-54 125 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/de8 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) nia - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Ven(CT) Na - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(CT) 0.00 5 n/a rda BCDL 10.0 Code FBC20171TP12014 Matfix-S Weight: 481b FT=0% LUMBER- BRACING. TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 5-3-4 oc purtins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-5-4. (lb)- Max Hoa 1=146(LC 8) Max Uplift All uplift 100 lb or less at joints) 1, 5 except 7=162(LC 8), 6=-133(LC 5) Masi All reactions 250 b or less atjoint(s) 5 except 1=266(LC 1), 7=565(LC 1), 6=373(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=428/213, 3-6=327/172 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.0psf; h=1711; B=45ft; L=24ft; eave=4ft; Cat. II; Exit, C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. . 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live loadnonconcurrent 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 336-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (p=1b) 7=162,6=133. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 27,2019 ®wA—G.V.1111d5ign parameters no READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10M1420158EFOREUSE. Design valid for use only win WTeMaonnMors. This design is based Any manparsmelers shown, and is far an insM,dual hurtling componeM nm ��• a truss system. Sal use, the building designer must Inanity Me applicabifdy 0design parameters and property NAmpolale Nis design Into Me overall Wildingdeslgn. Bmcingindicatedistopmwntburiingof Ndridualhussweba .O.Nmembersmy. Addnionaltemporaryendpermanembafmg MiTek' is allays required for stability and to amend collapse with possible personal Injury and property damage. Forgeneau guidance regaidirq the fabrkaaon. storage, delivery, erection and hinting A(Uusses and truss systems, we ANSIBPII Mostly Comfia, M8419 and SCSI Building Component GParke East BNd. SMey/nhrmNon avagabb hom Trued Plate Instable, 21a N. Lea SIreH, Suaa 312, Alexandria, VA 22314. Tampa, FL 36610 3 • 2x3 = $cale = 17.2 LOADING (psf) SPACING- 2-0-0 -; CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 33 TC 0.12 Vert(LL) -0.00 6 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 nla We BCDL 10.0 Code FEC2017ITP12014 Matrix -MP Weight: 3lb FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=0/Mechanical, 3=102/Nlechanical Max Hoe 2=83(LC 1), 3=83(LC 1) Max Uplift 3=60(LC 8) Max Grant 3=102(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc purims. BOTCHORD Rigid ceiling directly applied Or 6-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vultml60mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chard live load nonconcunent 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) Referto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. Joaquin Velez PE Na.68182 MTek USA, Inc. FLterl 6634 8904 Parke East Blvd. Tampa FL 33610 Data: September 27,2019 ®WARNING -Veri ld..bn narentwers Ard READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 m¢ 10N3Re1S BEFORE USE. Design valid for use only with MTek40 onnnedma. This design Is based Only upon pmameters shown, and is bran Indisddual bugmrg component, not a Vuse system Beare use, Me buitding designer must vedythe e,linabiNyof tfte, pammelers end properly awryarate Nis design intothe owrOff buildingdeslgn. Bracing Inicabd is lopreventMUSUM, Of IAcMdeditleaa web Stator WON members Only, AddnlonaltemportryandpeananeNbretlng MiTek' Is always required for stability and to pleverd Welts with possible personal injury and property damage. For general guidance regarding the Iabfiratlon.storage,delivery,eledbnandbredlg Mbussesandauss systems. we AN9NPII Duality Criteria, DSBd9 and SCUM Building Component SaretylnlormMan avaiUble hom Truss Plate inst4Ne, 21a N. Lea Vmet. Uude 312 Alexandda, VA22314. 6904 Parke East BIW. Tampa, FL MID Truss Truss Type Oty Ply Frade Res T78223913 �JOb J37714 ZCJ3 JACK -OPEN 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MRek Industries, Inc. Fri Sep 27 06:39:202019 Page 1 ID:SjhL6KOyB8M7CMTbmNOZw qg5-fYNdYSaO4rBgXc kObHllz01wZS4XLMSkwcyZW2L 2.114 2-114 Seats =1:12.3 LOADING (Pat) SPACING. 2-0-0 CST. DEFL. in (toe) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(L-) 0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.25 Vert(CT) 0.00 4.5 >999 180 BOLL 0.0 ' Rep Stress Incr YES VVB 0.02 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 111Is FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SIG No.2 REACTIONS. (lb/size) 3=17/Mechanical, 4=57/Mechanical, 5=390/0-e-0 Max Horz 5=79(LC 8) Max Uplift 3=26(LC 5), 4=-57(LC 1), 5=150(1_C 8) Max Grav 3=18(LC 6), 4=22(LC 8), 5=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17fl; B=45ft; L=24111; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pelf 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 3-60 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 100 Ib uplift at joint(s) 3, 4 except at=lb) 5=150. Joaquin Velez PE No.68192 MiTak USA, Inc. FL Cert 8034 6904 Parke East Blvd. Tampa FL 3361D Data: September27,2019 ®WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MO-0473re✓. 10/03R015 BEFORE USE. aaaaaa �■�' Design valid foruse only wan MTek® connectors. We design is based only upon parameers shown and Is for an individual building component not a Was system Belme use, tM building designer must vent' Ue appOtabiliry of design parameters and progeny ducaparde Nis design We Me overall a`��p Uuildingdesige. SMWgiMicatediStoprevmt Wabgdf dmdual WsswebaMw&oNmembmms e. Add4iootemporeryandpennanembracing MOW is aleays required W staainy and to prevent co0apse WO possible personal injury and property damage. For genera guidance regarding the hdricaaon. storage,delivery, erection and areal, of Wages and Wss systems. we ANSUTP11 Oualily CdMds, OSB49 and BCSI Bu90fn9 Component 6904 Puke East BM1d. SalerylMormatlan evailaaie (rum Truss Plate lnsgWle, 218 N. Lee Street autle 312, Neundna. VA 22314. Tampa. FL M10 Job Truss Truss Type pry Ply Frade Res 1 T18223914 J37714 ZCJS JACK -OPEN e 1 Jab Reference (optional) o."0 s dui to zota untied mausutes, Inc. Fri Sep zt Ud:9B:2U 2019 Pagel ID:SjhL5KOyB8M7CMTbmNoZw PgB54YNDYSaO4rBgXcx1kObHl kOOJuZS XLMSkwcyZVV2L Scale =1:17.2 W II LOADING (per) SPACING- 2-0-0 CSI. DEFL, in (too) I/dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 Vert(L1 L) -0.0 4-5 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.02 3 We n/a BCDL 10.0 Code FBC20171TP12014 Matnx-AS Weight: 18111 FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (Ib/size) 3=107/Mechanical, 4=17/Mechanical, 5=413/0-8-0 Max Hoa 5=134(LC 8) Max Uplift 3=-73(LC 8), 5=124(LC 8) Max Grew 3=120(LC 13), 4=45(LC 3), 5=413(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=326/158 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vub=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=17ft; B=45ft; L=24111; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricatorto increase plate sizes to account for these factors. • 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 andany other members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 wfthstanding 100 Ib uplift at joint(s) 3 except Ut=lb) 5=124. 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Col 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING - Verily design pa,rameers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03R015 BEFORE USE. • Design wild for use onywah MReh®conne cols. This design is based only upon Paramders shown, and Is for an individual bus0irg component, not Mal amass System. Before use, the building designer must veliy me agesc ou, of dedgn parameters and Property mooryorale th6 design Into Me overall bulldingdeagn. Bidding Indicated is to prewat WWhg dualmdual Was wo andifterchol members only. ArlownaltemporaryaMpelmaneMbacing MiTek' Is allays requbed for stability and to Pawedoosapse win passible personal Injury and Property damage. Forgeneral guidance reganhM the fabdragon,storage, deliver. sending antl bratlng oftesses and buss systems, we ANSVTPII qualify Create, DSB49 and SCSI BuVwng Component SayeylnbrmaWn evagable from Truss Plate InstaNe.218 N Lea Sbeel, bode 012. Alexandra, VA 22314. 6904 Parke East Byu. Tampa, FL MID ab Imss Trued Type Qty Ply Frade Res T78223915 J37714 ZEJ6 JACK -OPEN 4 1 Job Reference (optional) Gast Uoast Iwas, hi. Vieree, t-1. 4U40 mn tLZ4U a JUI 14 ZU1a MI IeK Inaustrie5, me. FG SBp 2/ W:39;21 2019 Page 1 ID; SjhL6KOyB8M7CWTbmNoZw PgBS-7kHlquTEchCipg6oUbFd8VapeQbblv4haOCIS2yZVv2K Seale=1:22.4 1-0 O-0 f 5.2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) 0.04 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC OA2 Vert(CT) -0.06 4-5 >996 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 HOR(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-AS Weight: 241b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP Nm3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=197/Mechanical, 4=53/Mechanical, 5=500/0-8-0 Max Horz 5=188(LC 8) Max Uplift 3=120(LC 8), 5=126(LC 8) Max Grav 3=208(LC 13); 4=89(LC 3), 5=500(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-073/251 NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-secend gust) Vasd=124mph; TCDL=9.0ps1; BCDL=6.Opsf,, h=17ft; 13=451L. L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever leg and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 0s center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) except Ot=1b) 3=120,6=126. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and ill" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cad 6834 6904 Parka East Blvd. Tampa FL 33810 Date: September 27,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE Mll-7473nv.IM312015BEFORE USE. Design valid for use only wM AUTIM connectors. mtis design is based only upon parameters sbom, and is for an Individual eddies, 4ompmMm, not �! a truss system. Before use, Me buildblg designer must very me app ombilly or design parameters and emptily Incorporate Mi. design Into Me awlall buldbtgdesign. B2 gindiratedistopmwntburhmgof MdMdualtmnu bw&or NoNmembammty. AddNonal WMm mryendpelmweNWachg MiTek' Is always required for Natality and to pmvent mgapsa wM possible personal Injury and property damage. ForgenemlguldammorgardingtM1e IabrPdrm,Storage, ordinary, election and among of wes and "as systems, Xe ANSUTP/f Dually Brinson, DSB89 and BCSI Batteries, Component 6964 Parke East Bbd. Safelylnfonnar/on availablefrom TmssPlata Ins6Ma,218N.LeeS M,Suae3lZAlexandra,VA22314. Tampa, FL Sol Jo' b cuss Oty Ply Fmde ResT78223916 =JACK-TO'PE J37714 ZEJ7 41 1 .Int Reference (optional) I� 1 w II O.Z.U5JUI192Ula MII0KInOUGd BS,mc, Yn SePZILSX 9:. LZUIV Fag01 ID:SjhL6KOyBBM7CWTbmNoZwzPgB5-0xr71ETsN?KZR_h llmshb mgxOl MJgpgxr_UyZW2J Scale =122.7 • 1-4-3 Bea• sea LOADING (par) SPACING- 2-D-0 CSI. DEFL. In (loc) 8tle11 Laid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.75 Ven(LL) 0.05 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Ven(CT) -0.07 4-5 -926 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(CT) -0.06 3 Na Na BCDL 10.0 Code FBC2017rTP12014 Matnx-AS Weight: 24111 FT=0% LUMBER- SPACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=202/1VIechanical, 4=55/Mechanical, 5=506/0-8-0 Max Horz 5=191(LC 8) Max Uplift 3=123(LC 8). 5=127(LC 8) Max Gmv 3=214(LC 13), 4=91(LC 3), 5=506(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-483/257 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6,Opsh h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); can0lever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and election Conditions. It is the responsibility of the fabricator to Increase plate sizes to amount for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nommncuffant 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 8t between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 0=11b) 3=123, 5=127. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.63132 MiTek USA, Inc. FL Con 0034 3904 Parke East Blvd. Tampa FL 33610 Date: September 27,2019 ®WARNING -Verily design paramenne and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-ilia re✓. I0N]Y1e15 BEFORE USE. Darman sells far use any W W MITeM WMMOR. this deep Ia tamed only opal parameters Sheen. and 13 Or an MCMOual bWNla CompaneN. not ��• a goes syAem Before use, the tolling designer mun veriy the appliod iity of design pa amelers and properly inwryorate Ods design we me overall bdldingdesign. Broome lMicaled is to prevent budding of Ndedual tumswebmdtor chord members ones. AddNonallempomryandpermaneNbracing MiTek- Isawaysrequred for stabirdy and to preventSMapse Sign possible personal diary and pmpedy damage. Forgenemerridanseregardingihe fabno we olme.deMe .eMr nwdbraougot WssesaMO 3VAemm,see ANSIMNI CuelNy Cream., BSB 9 and BCal BUlld/ng Component 6904 Parke East BVd. BelefylnfOrmatran aragabbhors Tmss Rafe InsN 0,218NLea Neel,Butea12,Nexandda,VAM14. Talrlpe.R 36610 Truss Truss Type Dry Ply Frade Res �ob T78223918 J37714 ZHJ6 Diagonal Hip Girder 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MTek Industries, Inc. Fri Sep 27 06:39:24 2019 Page 1 ID: SjhL6KOyB8M7CWTbm NoZ.PgB5-YJmSwV7vcbGglrN9joKm7BOhdem V DI7G_Oy3NyZVJ2H 2-0-10 5-10-8 9-7-15 2-0-70 3 14 f- 3-96 11 2.4 If 3x4 = Srale = I MB LOADING (par) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ina NO Code FBC2017/rP12014 CSI. TC 0.34 BC 0.26 WB 0.19 Matrix -MS DEFL. in Vert(LL) -0.01 Vert((C -0.02 Ho2(CT) -0.00 (too) Well L/d 6-7 >999 240 6-7 >999 180 4 his n/a PLATES GRIP MT20 244/190 Weight: 451to FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-8: 2x6 SP No.2 REACTIONS. (Ilus¢e) 4=144/Mechanical, 5=131/Mechanical, 8=712/0-11-5 Max Hoa 8=187(LC 8) Max Uplift 4=69(LC 8), 5=96(LC 8), 8=415(LC 8) Max Grev'4=155(LC 17), 5=168(LC 22). 8=712(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=164/437, 2-3=323/115 BOTCHORD 1-8=364/162, 7-8=364/6 WEBS 2-8=580/309, 2-7=182/542, 3-6=-267/240 NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (n=1b) 8=415. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 75 Ib down and 144 Ito up at 4-2-15, 751b down and 144 lb up at 4-2-15. and 1291b doom and 1031b up at 740-14, and 1291b down and 1031b up at 7-0.14 on top chord, and 731b down and 88 lb up at 14-15. 73 lb down and 88 lb up at 1-5-0, 5lb down and 85 lb up at 4-2-15, 51b down and 851b up at 4-2-15, and 191b down and 41to up at 7-0-14, and 191b down and 4lb up at 7-D-14 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1.4=90, 59-20 Concentrated Loads (lb) Vert: 12=110(F=55, B=55) 14=147(F=73, B=73) 15=98(F=49, B=49) 16=7(F=4, B=4) Joaquin Velez PE No.68182 fill USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 27,2019 ®WARNING- Verity design paramaim and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 rev. 1M0]2015 BEFORE USE. Design valid ter use only with MDeW CoMeseem. This design is based only upon parameters shown, and Is for an indmdual building component, net a truss system. Before use, the building designer most venry the apptiCablNy of design parameters and property incomoMe Nis design mto me o enili buildingdeslgn. BracinglndWedistOPMwnt Nu gWhdwualtmssweba wMammemmmV. Mdffiondmt omgaMennmeNbmcbg MiTek' is erases required er sumMy and to pnowat collapse with possible personal Injury and pmpeM damage. Forgeneralguidanceregardbgme fabdC on,nomge,deGv .eMU nmdbma gMVusaeseMnsssysiems,ue ANSWIR11 Quality Cr/reda, DSBA9 Bad 8CS1 Building Component 69p4 Parts East Blvd. Sahyboarmadon available non Tluss Plate InM40a.218 N. Lee &met, S ho312, Alexandlu, VA22314. Tampa, FL 36610 rJob Coss Truss Type Oty Ply Frade Res T18223919 J 77714 ZHJ7 Diagonal Hip Girder 3 1 Job Reference (optional) mast Coast Truss, Ft Pierce, FL 34W 2x4 H 8.240 s Jul 142019 MITek Industries, Inc. Fri Sep 27 06:39:25 2019 Scale=1:23.1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Ina NO Code FBC2017/TPI2014 CSI. TC 0.34 BC 0.27 W3 0.20 Matrix -MS DEFL. in Ven(LL) 0.02 Vert(CT) -0.03 Horz(CT) -0.00 (loc) Vde8 L/d 6-7 >999 240 6-7 >999 180 4 Na We PLATES GRIP MT20 244/190 Weight: 461b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 600 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing. WEBS 2x4 SP No.3'Except' 2-8: 2x6 SP No.2 REACTIONS. (lb/size) 4=147/Mechaniml, 5-141/Mechanical, 8=719/0-11-5 Max Horz 8=190(LC 8) Max Uplift 4=70(1.0 8), 5=-97(LC 8). 8=-417(LC 8) Max Gmv 4=158(LC 17), 5=173(LC 22), 8=719(LC 1) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-2=162/438, 2J=330/116 BOT CHORD 1-8=365/159, 7-8=365/4 WEBS 2-8=590/312. 2-7=1821559, 3.6=-280/247 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=B.Opsf; h-17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 200 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4, 5 except jt=1b) 8=417. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 751b down and 144 lb up at 4-2-15, 751la dawn and 144 It, up at 4-2-15, and 129 Ile down and 1031la up at 7014, and 129 Ib down and 103 Ib up at 7-0-14 on top chord, and 731b down and 881b up at 1-4-15, 731b down and 88 Ib up at 1-4-15. 51b down and 85 lb up at 4-2-15, 51b down and 85 III up at 4-2-15, and 19 It, down and 4 It, up at 7014, and 19 lb down and 41b up at 7-0-14 on bottom chord. The design/selection of such Connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pit) Vert: 1-4=90, 5-9=20 Concentrated Loads (Ib) Vert: 12=110(F=55, B=55) 14=-147(F=73, 8=73) 15=96(F=49, B=49) 16=7(F=4, B=4) Joaquin Volaz PE No.68182 MTok USA, Inc. FL Con 0034 6904 Parka East Blvd. Tampa FL 33810 Dale: September 27,2019 ®WARNING -Verity design parametsm and READ NOTES ON THIS AND INCLUDED MIT£K REFERENCE PAGE MII-0473— IMMOIS BEFORE USE. Design valid Mr use any with MreM connectors. The design is based only upon parameters shown, and is for an Indivduat beading coeregic ,not a vies system. Balers use, the bwlding designer must vents, the applicability of design parameters and property Incorporate this desp site the overa8 7 bWl4ingdesign. Bracing iMicated is to prevent bucking V IndMdual truss web andfor Nord members any. Milklega1uhrpareryaMpmmanerM1becing MiTek' isahvaysregulredforetabil9yandtopmvemcogapsawlNpaSdblapemmlirjywdpmpeMdamage. Forgenealguldanceregardirg Ne labrtcag9n, nomge, deMery.erergan and bradng of WssesaM Was systems,see ANSURAfquality Crftede, DSB49 and Best Buffineg Component 6904 Parke East BIW. SayelyhdormWsn awMbl. ham TNss RMO InWfi ., 218 N. Leehael. SSu9e 31Z Alexandria, VA=14. Tampa FL MIp Symbols PLATE LOCATION AND ORIENTATION �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. -. For 4 x 2 orientation, locate plates 0- 'hd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction sectio Indicates joint number where�t earings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Qonnected Wood Trusses. Numbering System 648 I I dimensions shown s in xteenth (Drawings not to scale) 1 2 3 TOPCHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. ® General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bmcing 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. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabdoa8on. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that spedfied. 13. Top chords must be sheathed or pudins provided at spacing Indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, g y or less, if no ceiling is installed, unless otherwise noted. established by others. © 2012 MiTek® All Rights Reserved weK MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 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 asks. 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 ANSIrrPI 1 Quality Criteria.